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IRNIJI lIBRHni OF THE UNIVERSITT OF GILIFORIU I

ORNU lIRHiJ

11

;df iiufiriii

sisiar..::"!^^

POCKET COMPANION,

CONTAINING

USEFUL INFORMATION AND TABLES,

■APPERTAINING TO THE USE OF-

^:iw,,

^ ^ J -,

AS MANUFACTURI5ir B/ ^ .

The Carnegie Steel Company, Limited,

PITTSBURG, PA.

FOR ENGINEERS, ARCHITECTS AND BUILDERS.

Edited by F. H. KINDL, C. E.

I8Q3

V V • w

Entered according to Act of Congress, in the year 1893, by

The Carnegie Steel Company, Limited,
In the Office of the Librarian of Congress, at Washington.

-// -/ ,-'^. i^/'\(fz

Stevenson d Foster,

Printers, Enqravers and Electrotypers,

WOOD St., Pittsburg, pa.

X?ESICB, ^2.00-

THE CARNEGIE STEEL COMPANY, LIMITED.

RREKACE.

Edition of 1893.

The feature of this edition is the elimination of all data
relative to iron sections. Certain changes have also been made
in the dimensions of Channels, for details of which see Litho-
graphs.

Our product hereafter will be exclusively steel.
In all respects the present edition will be found to com-
pare favorably with its predecessors.

572G:cJ4

THE CARNEGIE STEEL COMPANY, LIMITED.

GENERAL NOTES.

The flanges of both I-beams and Channels have now a slope
of 16 per cent.

The manner in which the weight of various sections is increased
is illustrated on page 58, Figures 1, 2, 8, 4 and 5.

For Channels and I-beams the enlargement of the section
adds an equal amount to the thickness of web and the width of
the flanges.

The effect on angles of spreading the rolls is to slightly increase
the length of the legs. Most of the sizes, however, are rolled in
finishing grooves, whereby the exact dimensions are maintained
for different thicknesses. These are indicated in the lithograph
plates of angles. Z-bars are increased in thickness in the same
manner as angles.

I-beams, Channels, Deck Beams, Angles and Z-bars can be
rolled to any weight intermediate between those given. Lith-
ographed sections shown correspond only to the minimum weight.
Channels having but one weight specified can be rolled only as
shown. T-shapes do not admit of any variation, and can be rolled
only to the weights given. All weights given are per lineal
foot of the section.

A recapitulation of all rolled shapes, with their minimum and
maximum weights per foot, is given on pages 32 to 46, inclusive.

In ordering designate weight or thickness wanted, but not both.

Quicker deliveries can be made by ordering standard weights,
/. e., those indicated in the lithographs.

THE CARNEGIE STEEL. COMPANY, LIMITED.

■* --J

•^ ^ <4 <^ w

sh:at>es

MAMUFAOTUBED BY

The Carnegie Steel Company, Limited.

PITTSBURG, PA.

THE CARNEGIE STEEL COMPANY, LIMITED.

• •

- -BtAMS.

» - . -

m •

n

B. 1.

24" — 80, 85, 90, 95 and 100 lbs.

0^—9^25" *

THE CARNEGIE STEEL COMPANY, LIMITED.

BEAMS.

«-*

ao"— 80, 85, 90, 95 and
zoo lbs.

Ik,. .0;^-— ^

%

-*o

s

B8.

2o"-64, 66%, 70
and 75 lbs.

0.00"

t—2,876"-

THE CARNEGIE STEEL COMPANY, LIMITED.

BEAMS.
B 7.

15" — 41 and 45 lbs.

^0.40'

-W"

o« .

B6.

15"— 50 and 55 lbs.

. w.M"

-W"

B 5.

15"— 60, 66%, 70 and 75 lbs.

e.M'

-W^-'-

B 4.

15" — 80, 85, 90, 95 and 100 lbs.

^

0.77"

-1»'.

caa*^:

Hd.07^)-

l.7»"

-(rt;2»"r-»»

OlM/''

«■

THE CARNEGIE STEEL COMPANY, LIMIT -"^D

BEAMS.

B'13.

9" — 21. o to 30.0 lbs.

0.fl

I

9«

-.*

I
I
•
I

I
I
t

i

«..

B 11.

xo" — 25.0 and 30.0 Ibi,

: kJi"

-KK^-

-^rt.*

0.4fi'

B 10.

xo" — 33.0, 35.0 and 40.0 Ib^.

ZSM

rr

0.46"!

K/-'

B 9.

xa"— 32.0 and 36.0 ttw.

T^^jr

.12'/.

— ♦

0.60''

I

■r ■
I
I
I

^

B 8.

la"— 40, 45, 50 and 56% lbs.

.*o.»''

-12^'-

0.98

0.60'

THE CARNEGIE STEEL C50MPANY, LIMITED.

BEAMS.

B77.

3"— 6.0 to 7.0 lbs.

* V o.»o

S / ' '■e ra

lbs.

I 14"— 7.0 to 10^ I

i.if--*"-- U J

*f

0.»"

I

06

fc

BSl.

10.0 to 15,0 lbs.

— •«

tip:

.5//- \h

ec

1

I

I

I

BIO.

6"— 13.0 to i8^ lbs.

o.ss//

'O.M

0J»^

-6"~

»/

^
-i

0^"

I \ 7"— 15.0 to 20.

.1/

o.M*^d

-'o.M "

..->

B15.

8"— 18.0 to 25.0 lbs.

%"■

o.9e

R

THE CARNEGIE STEEL. COMPANY, LIMITED.

DECK BEAMS.

- ii

i

B

UJ

Till] CARNEGIE STE^L COMPANY, LIMITED.

BULB ANGLES.

-^-

m

THE CARNEGIE STEEU COMPANY, LIMITED.

CHANNELS.

♦ "

C 4.

9" — 14.0 to 35.0 lbs.

0.23

0.41

-9"

C 3.

io"--i6.5 to 33,0 lbs.

jSML

40"

*-^c^ __j'

02*'

0.44"f A«J
X

I
I
I

A.

I

*._.

* --

*.

c 2.

12"— 30.0 to 44.0 lbs.

33E

.J.2"-

.13'i.

C 1.

15"— 33.0 to 55.0 lbs.

I

s«

I
I
I

w

0.84

\ c «0.

/

I *'3"— 31-5 to 53.0 lbs.

/

V

0.90"H,V'

;w5"._,.„

«

1.^^

S

I
I

„i

-15«-

THE CARNEGIE STEEL COMPANY, LIMITED.

CHANNELS.

W 3tt *i

i]\^

I

O 9,

5toa.oit__ „^

K 4/*..

11

0.tl'

O 8.

5~— ^5 to Z3.0 lbs.

w ^ ♦

8 \ 6"-8.o to 16.0 lbs.

T V o.m"

-^ ■ —

2:SijJ$i ^-^

QU.

i \ C 6. / 4

S \ 7"— 9.5 to 20.0 lbs. , / -•

%..

.JIL.

C 6.

8" — ii.o to 22.0 lbs.

0.205'/ <^r'"li*l-^ '.'A

■■&'-

O

THE CARNEGIE STEEL COMPANY, LIMITED.

CAR TRUCK CHANNELS.

EQUAL AND UNEQUAL FLANGES.

r

3

C 106.

loH"— 36.5 lU.

Lik.

|X

•M^

o50"

I

a;

•A

•4

•1"

»•

v^ i^O.**^-

W"

Si M

C 103.

1014''— 20.0 lb«.

i9.t^»

-10.5'*

•.w^

«♦•<

iltHi

%

•J

I

C 54.

xa"— 21.33 to 30.0 lbs.

JiU

TT

0.83

-12"-

C 90.

*3"— 3i'5 to 52.0 lbs.

zzzusEZzz:

in

TUK CARNEGIE STEEL COMPANY, LIMITED,

Z BARS.

>^«"

^ aH'

a

^w

5;^

^

<...

iwi_iH" ■

Z 1.

Z5.6 tuax.olbs.

^

n

1H- Vi*^':^

- -«K"

^.^

*._.

z %.

32.7 '^^ ^^^ ^^^<

3/..«

^4«

»l;.e>'- V"*^)

.^i^t ^

"* —

>K-'^

^

t..-J

qe:

:i»»" X

-u-M
I

Z 3.

39.3 lu 34.6 Ibt.

V

Z 4.

r <))tif' ^'-^ 'o x6.4 Iba.

V^r' Vif^^

■3^- ^

■W4'-

Uv »" !

'*- -254*'--

1^

4"

Z 5.

17.81023.6 lbs.

5/ "

7777

1^.^

1-/"

"Wa

«/ fi n|j6" :

• „ o, V %'^
X -2-916 -•-♦

^liTia^

&

Y.-

S6.

83.7 to 28.3 iba.

Tyl?^

■3M''-

1 1

THE CARNEGIE STEEL COMPANY, LIMITED.
Z BARS.

^

..;

.<ib>.

t

THE CARNEGIE STEEL. COMPANY, LIMITED.

SPECIAL Z BARS.

bfw" H"

•• y* — n

!^'

L^

'v»<*S^

Z 13.

6"— J4,5Jb«.

^

a?'*

1

Z 14.

5"— 12.4 lbs.

^.«"

3ffli]»^'

•^

««"

«« >'

1^" >i" r

i.

Z 16.

3"— io.oJb«.

-n"

32Z2i

-3'*

. . .--..>

'^'SE:

-Uif

"•"^V"-

:l'-^'

Z 15.

J., 4"-tx.x lbs.

I

<--.

t

21:1

1^7^'

V ^v. »J

^^' ^'- ^

:* — flixtf.-;'** .^

-«^^

5^

5{-

^

Z 17.

3"-^.4lbs.

*^f W^

3"

v>c

H,

t.

Hh

a^vL"

Z 10.

i5^"— 4.5 lbs.

i:m'

-2^w'* — '-'

Wi«^

H"

Z 18.

i>i"-i.3lbs.

■♦• iV^— '

3JV<"

THE CARNEGIE STEEL COMPANY, LIMITED.

ANGLES WITH EQUAL LEGS.

x*"^'X

28.7 to 33

A IS

3Z.8 to 97

A 18.

30/^ to 31.8

A 15.

16.2 to 31.8

A 17

X2.3 to 16.3

THE CARNKGIR STEEL. COMPANY, LIMITPJD.

ANGLES WITH EQUAL LEGS

.'T. .^^

A 85.

10^ to X1.4 lbs. ^'

4^

A se.

9.4 to 10.4 IbSy-;^'

8.3 to 10.4 lbs.<]^

-''•x'X

A tt8.

7.2 to 9-4 ib«. A,''
5b

r^.-r

' w'

A 40.

4.9 to 7.2 lbs. ^v'

A S8.

X4.8to

A 48.

6.6 to 8.5 lb*, i))'

9^ ^

A 81

zi.i to

4 *

A 83

8.5 tu II

A 49.

4.5 to 6.6 11

l.'S

• THE CARNEGIE STEEL COMPANY, LIMITED.

ANGLES WITH EQUAL LEGS.

A 48. , •'*« • *v
5-9 to 7.7 Ibs^''

A 76*

a.it0 2.81bs. ir /X '^♦J* ^X X*^

.O'^.'V^

A&O.

4-^ to 5.9 lbs.. A^'

/'vy-^.

/ -\ '

A ••• .V V r^

,., o« to 1.3 "»-^i*/;^^'s

A. 48. .^. .-^^

2.4 to 2.9 lbs. ij /N. '^

A.of. .''"^v-'v .'^y^-vAr'*

A 69.

A btt.

3.7 to 5.3 lbs. A

». ,•

1.8 to 2.4 lbs. >|'«>XX "^ ^ *?• vV" X 'a.
*V A <r-t * A 81. .«.*• •*-^

A 68. '^X**^

4.0 to 5.3 lbs. y /\ '^

A 8S.

.«\-^^..'*j

A T». _

1.5 to 1.9 lbi,Ji y\{L.

A 60.

2.510 4.0 lbs. j^-'

A ?«. *. .^

iM to X.5 lbs. 1^ X ■/>

v»

A 6^

2.8 to 4.6 lbs. !>*''

0-7 Jb. 4|i'X"^.:'

A 88« V-. Ajt

0.8 lb: V^'yXj ''

A 84. t^'v'-ji'

0.6 IK 7^ y^SS<

•'

...7 10-2.I »bs.^!J/;^

A 86. «>, .*,,,

THE CARNEGIE STEEL. COMPANY, LIMITED.

ANGLES WITH UNEQUAL LEGS.

A 154.

44.9 to 32.3 lbs.

A 157.

X9.0 to 34.9 lbs.

A 159.

15.0 to 19.0 lbs.

A16».

33.6 to 27.3 lbs.

A 166.

16.2 to 33.6 lbs,

A 168. A

ia.3 to 16.2 rbs. .

THE CARNEGIE STEEL COMPANY, LIMITED.

ANGLES WITH LTNEQUAL LEGS.

A 171.

22.3 to 25.7 lbs.

A 175.

15.3 to 22.3 lbs.

A.177.

tx.j to 15.3 lb«

A 180

2X.I to 24.2 lbs,

A 181.

19.5 to 24.2 lbs.

A 184.

i4«5 to 19.5 lbs

A 186.

11.0 to 14.5 lbs,

THE CARNEGIE STEEL COMPANY, LIMITED.

,Tx .r

ANGLES WITH
UNEQUAL
LEGS.

90 e.

lb!

r^

THE CARNEGIE STEEL COMPANY, LIMITED.

ANGLES WITH UNEQUAL L^GS.

II.Z to -X4^ lbs. y

A «4«. ^.. ,

8.3 to 10.4 lbs. -v''

A.S«S.

7.x to 11.1 lbs. ^'*

A 848.

7.a tu 10.4 lbs. l^^

AStl.

13.6 to 15.7 Ibs..^''

A 845. .*'v.''^

4.9 to 8.3 lbs. ^v'

A8t4.

o.ato 13.6 lbs. av'

A 848.

7.a to 0.0 lbs. y'

A 887.

&6toio.albs. A''

'**..'^»

A 851. .;^v./'»x

4.3 to 7.2 lbs. ^,'

A 840.

IC4 to 1.4*1, jO-

,.'^N..'%

A 854.

7.6 to 9.S lbs. i5>'

'*\.''*-^

THE CARNEGIE STEEL COMPANY, LIMITED.

ANGLES WITH UNEQUAL LEGS.

A S57.

A SGO.

».8to3.7lb«. ^v'

.»• '■>.

A S50.

6.8t0 7.7lb«. ^'

A «6S.

4.x to 6.8 lbs

A «7«. '*^ >

4.3 to 5.5 Ib^ Jl

A »7S. r.. ,^

3.7t0 4.3lbs^t/\'>^

.V

A 974.

."•..'•^

A. 863.
3.6 to 4.x lbs. ^\.

,<. .'S

3.0 to 3.7 lbs, j>|<v

A 275.

} a.3to3.olbs.j^^

A 206.

5.3 to 6.8 lbs. y\'

.■^s .%

A »76. ,,v

^. ^.-fc^

A 267.

4.5 to 5.3 lbs. ^'

''^•. .'"^x

A 277. A\-

an to a.7 Ibs.,-^**

.t<. .r

A 268. .''N.'X.

3.7 to 4.5 lbs. .V'' X \ IS

A 270. ^^ -»

'/

21

THE CARNEGIE STEEL. COMPANY, LIMITED.

SQUARE ROOT ANGLES.

A 868. ,. ,

8.5 ibf. ^l

22

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARE ROOT ANGLES.

A 409. A. ,^^

1,5 lbs. j^'X ^

,8 lbs. ,5?1 V/\k"r<--

A 40«.

I.O lb. 1^

•^^

A 40^ ^. ,^.

A 403. 4^y"i>

o.9lb. /^y^^:^

A 410. ^'>:%

I.I lbs. ^'^ ^^ -

^V^^

A 411. ^ /K

A 41«. '''►. ''*.^
0.7 lb. >K yA,. •^.■=-

5^^

4 lbs. X"^

A 414. 0^. ,^

0.8 1b. ^>|<Jy\^--

A 415.

>V, ,*

0.6 lb. ^ X ^M-

401.

lbs.

li-XV

A 416. Js^

0.3 lb. ' '

^

OR

THE CARNEGIE STEEL COMPANY, LIMITED.

SPECIAL ANGLES.

OBTUSE ANGLES.

A 46«.

Z2atOX4^Ib8.V<''

-•w /»^

A 468.

i^e, 6.1 to 8.2 lb«.

:^. ."f^

A 464. y

10.4 to j|a.4 Ib^^

A 45?, JX'

8.510 xo.ilbs,>v>

A 459.

6.8to8.5lbfc j^|»

.'^X'^^

A 460.

8.7 lb*.

'"'N'^v

/"''

.^V*^

A 466.

t^<c 6.1 to 8.2 lbs

>

^.'».

A 469.

SAFE ANOLES.

,<*.<^^
C^'^^^

A 470.

4.3 lbs.

HALF TEES.

A 4rs.

4-9 lbs. ,>5

A 4t6.

4.6 lbs.

r>a.

THE CARNEGIE STEEL COMPANY. LIMITED.

TEES WITH EQUAL LEGS.

THE CARNEGIE STEEL COMPANY, LIMITED.

TEES WITH EQUAL LEGS.

U'XL

T 16.
3.7 lbs.

_.2"- ►,

Z3

"'^r-

-t-v

Mia

<?•

HV..

T 16.

3.1 lbs.

^

Vl9

- I
I

T17.

2.6 lbs.

.^•

T 18.

X.84 lbs.

•/M

t«J

VV

t:

'*

T 19.

3.04 lbs.

T 20.

z-53 11».
1V5-

^i^t^&:i.

H

T »1.

1.23 ll».

»/w

'/

SPECIAL TEES.

HAND RAILS.

I 'II

>\, \I

T 154.

7.0 lbs.

RAIL.

B 4.

z^ lbs.

-18'

M— -Ij^t...^

QR

THE CARNEGIE STEEL

TEES WITH UNEQUAL LEGS.

Kl *■■ ^ ' 1

IS.8 lU.

_

S

ya .e-._

U.J

THE CARNEGIE STEEL. COMPANY, LIMITED.

TEES WITH. UNEQUAL LEGS.

/« 4'

«,.

«"r.i

I//.

^Tl

T 69.

8.6 lbs.

H"

TT

«•■'•

D

■<;

n-i"

T fli0.

^4.6 lb>.

i... >

-r*

r«-

1

...-Vi.

— *.

ft

<.(

1

H"

^1

*

1

1

_j

T 61.

!»

9.3 lbs.

1
1

.4r/._.

T 63.

7.3 lbs.

Also roHed 5.8 lbs.

Va"

**'lt

T04. 3<

7-9 K».

H"

. M;'d

T6ff.

6.6 lbs.

^.-'"

o«

THE (JARNEGIE STEEL COMPANY, LIMITED.

TEES WITH UNEQUAL LEGS,

\

■iF^

¥frP ""•■^.

THE CARNEGIE STEEL. COMPANY, LIMITED.

TEES WITH UNEQUAL LEGS.

.^u..

•->

t.^

T t8.

..*

"•-v.

'4'

■WJ^ ^

T81.

6^ Ibsv

e5>

H-H--I

H"l

-jJ^A.

Vi?

3<'i&' ;

T 84.

6.7 lU.

^
^

--t

—"2" 1

'li

••- %"- •«

•t-| r-r —

H'\-

T 8)i.
7.9 lbs.

!»

..*

**>,

W • ' H ^'

T 85.

S.8 lbs.

s:

3.6 lbs. ^4--'

r 25^ ■*♦

T-80.

7.4 lbs.

...y

f-- 2}f^'*i

T 88.

6.1 lbs.

?»

...J'

T 8«. n :i?

9.9 lbs. LJ...y

T »«. p J
1.73 lbs. L -i
afje"

I"

«r.

T 96..

I.I3 lbs.

H"

•';

THE CAENEGIE STEEL COMPANY, LIMITiiD.

THE CARNEGIE STEEL COMPANY, LIMITED.

SIZES OF O^JINEGIE BABS.

All dimensions given are in inches.
# ROUNDS.

A, % A> 'Ay A, H> ih ih X» «, M, H> il, i, 1tV» 1>^' i J<»
li^?> 1%, 1tV» 1X» lA, i>^, IX, i^» 2, 2>^, 2^, 2%, 2^

2>i, 2X, 2K, 8, 8X, 8>^, 8X, 4, 4>i, 4X, 4%, 4>^,

4>i, 4X, 4^, 6, 5>i, 5X, 5%. 5>;, 5>i,

6X, 6, 6X, 6X, 6X.

I SQUARES. I

A, K, A» >^, A> >^, ii, X, «, H> ih 1, 1A> i>^, lA, IX,
lA. 1%, lA, i>^, lA, i>i, W, IX, Hf, 1^, Hi 2, 2>^,

2X, 2%, 2X, 2>^, 2X, 2^8, 8, 8X, 8>i, 4.

HALF-ROUNDS.

H> H> 1, 1>«, IX, 1%» IX, 2, 2X, 2X, 8, 4%.

f^xA,

OVALS.

^xA

ROUND EDGE FLATS.

iKx>^, iXxX, iXx^, iXxX, iXx>^, ijixH. u/sxH*

1^X>^,2X^,2XX,2X>^,2XXJ^,2XXX,2XX>^,

2XXK,2;5^XX,2>^X)^,2XX%,2XXX,
2XX)^, 3x%, 8XX, 8X>^, 8xX-

FLATS.

wath.

Thickness.

Width.

Thickness.

Width.

Thickness.

IS
IK

>^ to X
>^, to if.
>^ to 1
% to 1>^
>^ to \}i
H to IX

A to IX

1^

2

2^

2X
3

3X

X to IX

>itol^

Xtoix

Xtol>^

A to IX
Xtoi>^

X tol^
X to 2
X to 2

4

• •

Xto2
Xto2
Xto2
X to 2
X to 2
X to 2
X to 2
X to 2
• •

■■^J^

THE CARNEGIE STEEL COMPANY, LIMITED.

BXTRBME LBNOTHS IN INCHES

OF RBOTANGTTLAR PLATBS ROLLBD B7

THE OABNBGIB STEEL CO., LIMITED.

^.3

U4In.
Wide.

108 In.
Wide.

105 In.
Wide.

100 In.
Wide.

96 In.
Wide.

90 In.
Wide.

84 In.
Wide.

80 In.
Wide.

1

V4

• •

140
160
170
170
160
160
160
160
140
130
120
110

130
170
200
200
190
180
180
180
170
160
150
140
120

120
160

200
230
220
210
200
190
190
180
170
160
146
126

160
200
260
246
240
230
220
200
200
190
180
170
160
140

180
210

310
810
290
270
240
220
210
200
190
180
160
146

200

286
880
840
880
290
260
240
220
216
206
196
176
166

226
260
860
880
860
840
800
260
260
246
220
215
190
175

245

275
880
40O
870
360
310
280
280
260
280
280
210
185

Thickness,
in Inches.

76 In.
Wide.

72 In.
Wide.

68 In.
Wide.

64 In.
Wide.

56 In.
Wide.

48 In.

Wide.

36 In.
Wide.

24 In.
Wide.

ft

^

260
300
400
420
390
370
330
310
300
280
260
240
220
195

275
320
420
430
410
390
360
330
320
300
270
260
230
206

290
360
440
460
460
420
370
360
340
320
300
270
240
216

310
400
460
480
480
460
400
380
360
340
320
290
260
230

366
460
600
630
520
500
480
430
410
880
860
830
300
266

430
600
570
670
670
570
580
500
480
460
430
880
860
810

600
550
600
600
600
600
600
600
540
640
640
500
440
400

600

600
600
600
600
600
600
600
600
600
600
640
500
600

oo

MINIMtrM AND MAXIMUM -WEIGHTS AND
DIMENSIONS OF OARNBGIB

Z BEABSS.

Saetion

Depth

o)
Beam,

in
inohei.

Weight per foot

Flange
iddtL

¥«b
thickness.

Inorease of
web and
flanges for
each lb. in-
orease of
weight.

Index.

lin.

■ai.

lin.

Mai.

Vin.

Mai.

B 1

24.

80.00

100.00

6.95

7.20

.50

.75

.0128

1

B2

20.

80.00

100.00

7.00

7.30

.60

.90

.015

2

B3

2a

64.00

75.00

6.25

6.41

.50

.66

.015

2

B4

16.

80.00

100.00

6.41

6.81

.77

1.17

.020

3

B5

15.

60.00

75.00

6.04

6.34

.54

.84

.020

3

B 6

15.

50.00

55.00

5.75

5.85

.45

.55

.020

3

B7

15.

41.00

45.00

5.50

5.58

.40

.48

.020

3

B8

12.

40.00

56.67

5.50

5.91

.39

.80

.025

4

B9

12.

32.00

36.00

5.25

5.35

.35

.45

.025

4

BIO

10.

33.00

40.00

5.00

5.20

.37

.57

.029

4

Bll

10.

25.00

30.00

4.74

4.88

.31

.45

.029

4

B18

9. .

21.00

30.00

4.50

4.80

.27

.57

.033

4

B15

a

18.00

25.00

4.25

4.51

.25

.51

.037

5

B17

7.

15.00

20.00

3.98

4.19

.21

.42

.042

5

B19

6.

13.00

laoo

3.50

3.74

.23

.47

.049

5

B21

5.

10.00

15.00

3.00

3.30

.22

.52

.059

5

B23

4.

7.00

10.00

2.59

2.81

.17

.39

.074

5

B77

8.

6.00

7.00

2.26

2.36

.20

.30

.098

5

MINIMUM AND MAXIMUM ^WEIGHTS AND
DIMENSIONS OP CARNEGIE

Seetion
Index.

Depth

Beam,

in
iwflhfii

Weight per foot

Flange
ihd4

Web
thiokness.

Inorease of
web and
flanges for
each lb. in-
orease of
weight

^1

Vin.

Max.

Vin.

Vaz.

Vin.

lai.

BlOO
Bid
B102
BIOS
B105

10.
9.

a

7.

a

27.23
26.00
20.15
1811
15.30

85.70
30.00
24.48
23.46
ia86

5.25
4.94
5.00
4.87
4.38

5.50
5.07
5.16
5.10
4.53

.38
.44
.31
.31
.28

.63
.57
.47
.54
.43

.029
.033
.037
.042
049

6
6
6
6
6

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHTS AND DIMENSIONS OP CARNEGIE

Section Index.

Depth of

Angle,

in inches.

Weifht
per foot.

Flange
width.

¥eb
thickness.

Page No.

of
section.

B130

ID

26.50

3.5

.48

7

B131

9

21.80

3.5

.44

7

B132

8

19.28

3.5

.41

7

B133

7

18.25

3.0

.44

7

B134

6

17.20

3.0

.50

7

B135

6

13.75

3.0

.38

7

B136

6

12.30

3.0

.31

7

B137

5

10.00

2.5

.81

7

MINIMUM AND MAXIMUM 'WEIGHTS AND
DIMENSIONS OF CARNEGIE

Section

Depth

Chan-
nel,
in
inches.

15

Weight per foot.

Flange
wid^

¥eb
thickness.

Increases of
web and
flanges for
each lb. in-
crease of
weight

Page No.
of section.

Index.

Hin.

Max.

Min.

Max.

Min.

Max.

C 1

83.00

55.00

3.400

3.840

.400

.840

.020

8

C20

13

31.50

52.00

4.000

4.460

.375

.840

.023

8

C2

12

20.00

44.00

2.868

3.460

.268

.860

.025

8

C3

10

16.50

38.00

2.665

8.150

.265

.750

.029

8

C4

9

14.00

25.00

2.450

2.810

.250

.610

.033

8

C5

8

11.00

22.00

2.205

2.610

.205

.610

.037

9

CO

7

9.50

20.00

2.011

2.450

.211

.650

.042

9

C7

6

8.00

16.00

1.895

2.288

.195

.588

.049

9

C8

5

6.50

12.00

1.772

2.095

.172

.495

.059

9

C9

4

5.50

8.00

1.670

1.854

.170

.364

.074

9

C72

3

5.00

6.00

1.550

1.650

.230

.330

.098

9

THE CARNEGIE STEEL COMPANY, LIMITED.

MINIMUM AND MAXIMUM "WEIGHTS AND

DIMENSIONS OF CARNEGIE EQUAL

AND UNEQUAL FLANGE

OAR TRUOK

Section
Index.

T

Chan-
nel, in
inches.

13.0
12.0
10.5
10.5

Weight per foot

widSi.

¥eb
Hiickness.

Increase of
flanee and
web for each
lb. increase
of weight

Page No.
of Section.

Hin.

Max.

Min.

Max.

Min.

.375
.31

.375
.50

Max.

C20
C54
C103
C106

31.50
21.33
20.00
26.50

52.0
30.0

• •
•

4.00
2.64

Smaller.

2.50
2.50

4.46
2.85

Larger.

3.375
3.375

.84
.52

• •

.023
.025

• •

10
10
10
10

WEIGHTS AND DIMENSIONS OF CARNEGIE

Section

Thick-
ness
of
Metal.

SIZS, IN INCIS3.

Weight per foot

Page No.
of

mup*»

Flange.

¥eb.

Flange.

Section.

Z13

H

3

6

3

14.5

13

Z14

H

^/z

5

3

12.4

13

Z15

H

2X

4

3

11.1

13

Z16

^

2>i

3

3

10.0

13

Z17

A

2/2

3

3

8.4

13

Z18

>i

A

\ys

1^8

1.3

13

Z19

$ t
\

lXxf\

ll^x^

2AxX

45

13

THE CARNEGIE STEEL COMPANY. LIMITBD.

Mnnmni Asm maximitm wxiohts and

DIMBNSIOira OF OARNBQIB
Z-BAXIB.

THE CABNEGIE STEEL. COMPANY, LIMITED.

EQTTAI,

z.:kc3^s.

SeOion

IS

in

j»,

;ti

SMtion

iDinchii.

miioks.

»;

1

Al

H

8

.6

83.1

A36

1

3 .3

•9.4

16

A2

6

>S

80,9

A37

3 >3

8.3

16

»A8

6

>s

aa?

•A38

» <3

7.2

16

A4

B

6

«8

86.6

A39

%

3 >3

6.1

AS

8

«6

S4.2

•A40

3 >3

4.9

16

A 6
A7

•A 8

S

e
s

.S
.8
.6

31.9
19.6
17,2

All
A42
•A43

•A

8.5
7.6
6.6

16

A 9

?i

6

>5

S7J

A44

i

S}.25

6.5

AlO

B

«6

26.4

■A46

iX-iX

4£

16

All

6

>5

23.6

A46

H

8,4«2fi

7.7

•■A18

A18

i

6
6

«6
.5

ai.8

*80.0

A47
'A48

i

6.8
5.9

18

A14
*A15

A16
*A17

5
i

6
5
5
5

>G
>G
<6

>e

l&l
16.2
14.9
1E.3

14

A49

»A60
A61
A62

1

3V8X

2X.3a-

5.0
4.1
6,S
U

16

A18

tt

4

<4

ie.9

•A63

S!CW

5.8

18

A19

1

>4

18.6

A64

*

2X.8X

45

*A20

■ 8

4

>4

17.1

15

<A55

2X.8X

8.7

16

A21

4

>4

'16.7

15

A56

s

8 .2

6.3

A22

t

4

x4

14.3

A67

3 >S

4.7

•A23

4

.4

12.8

1*5

'A58

f.

a .2

4.0

16

A24

ft

4

>4

11,3

A59

X

S x3

3.2

*AS6

4

X4

9.8

15

*A60

ft

3 fZ

2.5

16

*A90

4

»4

a2

A61

A

lX"l?i

4.6

A86

8;

Ji

17.1

A6g

S

IX-IM"

4.0

A27

8!

H

16.0

A63

1

IX'IX

3,4

*ASB

8!

%

14.8

16

'ASi

IX-lX

2,8

16

A29

8;

%

13.6

"A65

t's

IX'lX
IX-IX

S,l

16

A30
•A81

ASS
•A«8

1

8;

83

8;

'A

12.3
ll.i
9.8
8.5

15

16

A66
'A67
•A68
*A69

H

8,4
S.9

2.4
1.8

16
16
16

A34

H

s

»3

lU

A70

t_

IX-IX

2.4

"A86

A

3

1.3

10.4

16

»A71

1!<.1X

1.9

IS

Angles marked thus *

THE CARNEGIE STEEL

ANGLES-OQT7AL I^BOS-ContlDiied.

s

I istka.

Sia

^il

|l

Iflin,

atM.

in^

»

li

•AT?

I; X

1.5

Ifi

*A79

1 -1

1H

IB

•AT!

4

i; X

1.0

■'*

1 .1

0.S

A7<

IJ >s

li.1

*AX1

ij

Ji^ %

1.0

*A7fi

V

1,7

I«

*AS

(17

IK

•A7f

•A»

A

H'^

*A77

V. %

(1,H

IB

Mft

M'M

0.H

IK

^

>*

H^ H

Angles marked thus • have finishing passes.

ssS

iaSl.

;x.

Jl

A4fl?

ThictaHa
otIkUl,

»a>

M

Ji

A460 H

3 >3

U.i

1^

!K.8K

71

A461 3/

i>4"a>i

24

A453 >|

i S

12.4

a*

A4ft

RM

i >3

11.4

A4fi5

ti

l}.!

7,1

tx>s

J$St}

•.)4>2}i

10.1

A+rt7

^

1 .s

«,+

m^H

«.H

A4B!

t x3

7K

A458 j|

JW.tti^

f^

ft1

W

i^xBj^

7.7

»A47I

w.

4.K

84

*A469 A
*A460 f>I

!W.a;^

KH

?4

»A4r

^«

H5

i>4

i'A'i'A

*A47I

IX' ?*

4,1(

VA

iii''i}i

M.a

*A47a

K-X

ij. X

4.11

"

Angles marked thus • have finishing passes.

A450 10 A469 known as " OOTBR ANBLES."
A461 to A46g known as "OBTUSE AH0LE3."
A470 and A471 known »s " SiFB AHGLBS,"
A475 and A476 known as " HAL? TBBS."

THE CARNEGIE STEEL. COMPANY, LIMITED.

MINIMUM AND MAXIMUM -WEIGHTS AND

DIMENSIONS OP OARNEQIB

ANGLES.

Swtion
Indax.

Thioknan
of Metal,
ininoheB.

A150
A151
A152
A158

♦A154
A155
A156

♦A167
A168

♦A169

A160
A161

♦A162
A163
A164
A166

♦A166
A167

♦A168

A169
A170

♦A171
A172
A178
A174

*A176
A176

♦A177

A178
A179
I A180
*A181
A182
A188

Sin,
in inches.

7x3K
7x8>^
7x3^
7x3>^
7x3;^
7x3)4
7x3>4
7x3^
7x3>^
7x3;^

6x4
6x4
6x4
6x4
6x4
6x4
6x4
6x4
6x4

6x3>^
6x3>^
6x3>^
6x3>4
6x3^
6x3^
6x3K

6x3X
6x3>|

6x4
5x4
5x4
5x4
5x4
5x4

Weiekt
per foot

32.3
30.5
28.7
26.8
24.9
23.0
21.0
19.0
17.0
15.0

27.2
25.4
23.6
21.8
20.0
18.1
16.2
14.3
12.3

25.7
24.0
22.3
20.6
18.9
17.1
15.3
13.5
11.7

24.2
22.6
*21.1
19.5
17.8
162

17

•

17
17

•

17

•

17
17

•

18

•

18
18

18
18

Section
Index.

»A184
A185
*A186

A187
A188

*A189

*A190
A191
A192

*A193
A194

*A196

A196
A197

*A198
A199
A200

*A201
A202

*A203

*A280
A204
A205

*A206
A207
A208

*A209
A210

*A211

A212
A213
^A214
A215
A216

Thioknen
of Metal,
in inches.

5 x4
5 x4
5 x4

5
5
5
5
5
5
5
5
5 x3>i

5
5

Sise,
in inches.

x3X
x3k

x3^

5
5
5
5
5
5

x3
x3
x3
x3
x3
x3
x3
x3
x3
|4Xx3
4^x3
4^2x3
4>^x3
4Xx3
4Xx3
4>|x3
4Xx3

4
4

x3>^
x3>^
4 x3X

4

x3>^

Weirht
per root

14.5
12.8
11.0

22.7
21.3
19.8
18.3
16.8
15.2
13.6
12.0
10.4

19.9
18.5
17.1
15.7
14.2
12.8
11.3
9.8
8.2
18.5
17.2
15.9
14.6
13.3
11.9
10.5
9.1

18.5
17.2
15.9
14.6
13.3

Angles marked thus * have finishing passes.

THE CAKNBUIE STEEL COMPANT, LIMITED.

UINIMnU AHD MAXIMUM 'WBIOHT8 AITD

DIMENSIONS OF OABNEGIB

ANO-LBS.

mrasQUAli LEGS.— Contlntied.

Angles marked ihus * have finishing passes.

*

THE CARNEGIE STEEL COMPANY, LIMITED.

MINIMUM AND MAXIMUM WEIGHTS AND

DIMENSIONS OF OABNEGIE

ANGLEa

\ r^

in inoheB. per foot I &<s

Section
Index.

Thieknea
of Metal,
inincliee.

A850

A351
*A362

A363
*A864

A355
*A856

*A857
A858
A859
A360

*A861
A362

♦A368

A364
A865
A366
A867
A368
*A369
*A870

A871

A872

A878

*A874

A875
A376
A877
A378
*A879

A880
A881
*A882
A888
A884

H

'A

A

I

A

Section
Index.

4
4
4
4
4
4

x4

x4
x4
x4
x4
x4
x4

3>^x3X

31^x3X1
3Xx3>^

3Mx8X
3>^x8%

8>^x3%

x3
x3
x3
x3
x3
x3
x3

2^x2>4

2^x2|<
2|<x2^

2^x2X
2%x2%

2>|x2^^

2>^x2%l

2>^x2X

2>|x2»<
2^x2^^:

2;|x2X
25<x2^

18^
17.1
16.7
14.3
12.8
11.3
9.7

16.0
14.8
13.6
123
11.0
9.8
8.6

11.4
10.4
9.4
8.3
7.2
6.0
4.9

8.6
7.6
6.6
6.6

7.7
6.8
6.9
6.0
4.1

6.6
4.7
3.9
6.8
6.0

22
22

22
22

22

22
22

22

A386

A386

»A387

A388
A389
*A390
*A391

A392
A393
A394
A396

A396
A397
*A398
*A399

A400
*A401
*A402
♦A403

*A404
*A406

*A406
*A407
*A408
♦A430

*A409
*A410
*A411

A412
*A413

»A414
»A416
*A416

Thieknees
of Metal,
in inches.

H
A
y*

A

A
A

u

'A
'A

'A

A
A

y".

miidm.

2^x2>(
2^x2X
2Xx2X

2 x2

2 x2

2 x2

2 x2

j^xlK

Xxli^

%xix
)|xix

Xxl>4

^xix
Xxi^
^xix

%x ^
%x Ji

A^\A

xl
xl
xl

^x ^
^x }i

¥flifflit
perioot

6.8

4.6
8.6

6.3
4.7
3.9
8.2

4.6
4.0
3.4

2.8

8.4
2.9
2.4
1.9

2.4
2.0
1.6
1.0

1.8
0.9

1.7
1.3
0.9
1.1

1.6
1.1
0.8

1.0
0.7

0.8
0.6
0.3

Angles marked thus * have finishing passes.

THE CARNEGIE STEEL COMPANY, LIMITED.

"WBIGHTS AND DIMENSIONS OF OARNBGIB

TEES.

Seetioo
Index.

sizi, n ndB.

mcmSS OF MBTil,
IH IHCHJei

Weight
per ^t

Pagelo.
of

Flange.

stem.

Flange.

Stem.

Section.

Tl

4

4

Xto^,

XtOyV

13.7

25

T2

4

4

yi^°-h

HtoA

10.9

25

T3

8X

3;^

H to T»,

Xto^

11.7

25

T4

8X

3X

>i to t',

Hto^

9.2

25

T5

3X

3%

UtoU

H to a

6.8

25

T 6

3

3

XtoA

XtoA

10.0

25

T7

3

3

iV to X

AtoX

9.1

25

T8

3

3

H^oit

>itoA

7.8

25

T 9

3

3

Atoj^

Ato^

6.6

25

TIO

2X

2X

>ito/3

H^O^

6.4

25

TU

2/2

2X '

Ato>i

Ato^

5.5

25

T12

n

2X

t'ftof^

Ato>/8

4.9

25

T13

2X

2X

X to A

XtoA

4.1

25

T14

2

2

Atof^

Ato>i

4.3

25

T15

2

2

^toA

XtoA

8.7

26

T16

^H

IX

«^toA

XtoA

3.1

26

T17

^%

IX

;<: to /,

X to /^

2.6

26

T18

IX

IX

A to /i

Ato/j

1.84

26

T19

IX

IX

X to A

Xto^V

2.04

26

T20

IX

IX

A to ^i

A to 3^j

1.53

26

T21

1

1

A to /i

A to /ij

1.23

26

T22

1

1

>^toA

>ito/j

0.87

26

^ o

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHTS AND DIMENSIONS OP CARNEGIE

TEES.

Section

SIZE, m mcHiB.

THIGKKESS OF METiL,
IN INCHES.

Weieht
per foot.

Page No.

Index.

of

Section.

Flange.

stem.

Fl&nge.

Stem.

T50

5

8

Xt°A

i? to }i

13.6

27

T51

5

2%

?^toA

A toil

11.0

27

T52

4X

3X

A to A

rito^

15.8

27

T53

4>^

8

Ato>^

A to ys

8.5

27

T54

4X

8

?i to A

H to tV

10.0

27

T55

4K

2X

iV to >i

A to ^8

8.0

27

T56

4%

2X

Vi to tS„,

^to^

9.8

27

T57

5

X to ^,

Xto/,

15.6

27

T68

5

H to i^j

Hto^\

12.0

28

T59

A

4%

^itoji-j

Xto^

14.6

28

T60

A

4>^

^to/j

^8 to tV

11.4

28

T61

4

8

?i to ^j

^to^

9.8

28

T62

^'A

J^to^Jj

^to^y^

8.6

28

T63

2%

Atoji

A to ^

7.3

28

T64

2

^sto^ij

H to tV

7.9

28

T65

2

Ato^

A to ys

6.6

28

T66

^x

4

%to/5

XtoA

12.8

29

T67

i'A

4

Jitoi^

^to^V

9.9

29

T68

S'A

8

AtoX

iJ

11.73

29

T69

9'A

8

>ito/j

Kto/^

10.9

29

T7C

^Vz

8

^to/.

H^o^

8.5

29

T71

3X

3

T^toji

Vs

7.8

29

T72

8

4

% to A

%to^^

11.8

29

T73

8

4

/jtoX

A to X

10.6

29

T50 can also be rolled
T63 " " "

n

11.0
5.8

THE CARNEGIE STEEL COMPANY, LIMITED.

TVEIGHTS AND DIMENSIONS OF OARNEaiB

TEES.

UNBQUAIj LBGHS.— Continued.

SMtion

SQl, IH IHGHS.

TUCIHKS OF MBTiL,
n UCHIR

Woffht
per foot

Pagelo.
of

UUlOXa

riange.

stem.

riange.

stem.

Section.

T74

3

4

^^to^y^

^^to^J^

9.3

29

T75

3

8X

>^toA

XtoA

10.9

29

T76

3

i'A

Ato>^

AtoX

9.8

29

T77

8

8X

>^to^

H^o^

as

29

'm

3

2X

^to^V

Hto^

7.2

80

T79

3

2X

Ato>^

AtoH

6.1

80

T80

2X

g

A to H

1^

7.4

80

T81

2X

IX

AtoH

^

6.6

80

T82

2X

8

HtoA

>ito^

7.2

80

T88

^'A

8

Ato^

Ato^

6.1

80

T84

2}i

2X

H^o^^

^to^V

6.7

80

T86

8X

2X

Ato^

Ato^

5.8

80

T86

^'A

IX

A to /,,

AtoA

2.9

80

T87

s

IX

XtoA

XtoA

8.1

80

T88

IX

IX

>^toA

^to,^

8.6

80

T89

1¥

IX

A to A

AtoA

1.94

80

T90

iA

IX

Ato^

Ato>^

8.0

80

T91

IX

IX

XtoA

XtoA

2.24

80

T92

IX

IX

A to j\

AtoA

1.78

80

T93

IX

IX

A to A

A

1.38

80

T94

IX

X

A

A

1.38

80

T95

1

IX

lito^l^j

>^to/.

1.12

30

/I Pi

THE CABNEGIB STEEL COMPANY, LIMITED.

WEIGHTS AND DIMENSIONS OP OABNBQIE

MI80ELI.AHEOtrS BPTAPEa

5£?

-sr-

»

^,.

MIO

[h,«lPlj*,

inai4

H

16.32

81

SK^X

tli-»H

19,72

M13

sS-jJ

U

21.48

t>i^H

M30

y^tnan^

,^

&06

31

ti

M3S

12.04

M33

H

1775

31

M34

A

20,71

TTldtt.

s

23.67
IttBqiiinn.

M61

ChfldMrtd Ptott,

84"
84"

%

13.77
16.88

81

M68

84"

18.87

M54

V

SPECIAL TEES.

T164 H>&fg 7.00 26 7166 4 »2J 11.00

3«tioii Indti.

S», in iDAa.

WdgUporfnt.

.f^

R4

IJi'lV

t-lj

2«

THE CARNEGIE STEEL COMPANY, LIMITED.

OAST SEPARATORS FOR Z BEAMS.

See illustrations page 57, Figs. 9 and 10.

Separators for W^ and W beams are made of %^^ metaL
" 6^^ to W^ beams are made of %^^ metaL

t(

«< M 6^^ beams and under are made of ^^^ metaL

SBIGKAnOV

or Biii.

inolMB.

}

I

lis.

DISTilCKS.

•8

I

S

•8

iiuheB. indiASi

^

'J

i'8

BOLIS.

I

inflk.

indMi.

I
1

I

iiuhM. lis.

▼UGHTS.

lbs.

(4 b 9

-•2 i

^

I

lis.

SEPARATORS WITH TWO BOLTS.

24

B 1

80

14^

V<

?^

12

9X

4%

0.33

81>r

fi>^

'^

B 2

80

14^

7H

'A

10

9X

4X

It

m

8i4

HiO

B8

64

18X

7

Ji

10

8X

4X

((

28

«

15

B4

80

\^H

7H

H

7

9

8X

0.25

18><

1^

15

B5

60

v^%

6>^

H

7

8

8X

((

12 J<

«

15

B 6

50

12X

6>i

H

7

8

8^

<c

i2}<:

1}?

15

B7

41

11>^

6

Ya

7

7X

8

u

nii

«

12

B8

40

nVz

6

H

6^

7^

3

0.25

9X

1/j

12

B 9

32

IIX

6

U

6K

m

3

i(

9>^

iM

SEPARATORS WITH ONE BOLT.

12

12

10

10

9

8

7

6

5

4

3

B 8
B 9
BIO
Bll
B13
B15
B17
B19
B21
B23
B7?

40
32
33
25

21
18
15
13
10
7
6

/A-

rV/2 6
6

WaW2

9K 5
9X 5

5H 3

K

H

H
}i
H

Ya.

H

6

4X

i'A

i'A

i'A

H

0.12

(t
U
it
ti

u
it
t(
it
it

0.10

k
Y'

'1/

6

4X
2X
1^
IH

l>i

ItV

1^
if
H
A
A

47

THE CARNEGIE STEEL. COMPANY, LIMITED.

STANDARD SPACING AND DIMENSIONS OF

RIVET AND BOLT HOLES THROUGH

FLANGES AND CONNECTION

ANGLES OF Z BEAMS.

ZH" b ZXt'

IMA.Of

I)ia.of

Bopth

Wniirht

bolt or

a

borb^

Depth

¥eiffht
per foot

bolt or

a

bwb'

in
iodkes.

per foot

nTot,
in

in
inidus.

in
inches.

in
inehes.

riyet,
in

in
inches.

in
isdies.

ineheg.

4

inehes.

24

80

V=5

10

83

¥

2J<

b=4^

20

80

X

4

"5>g

10

25

H

2ji

"4t\

20

64

^

8^

«5

9

21

K 2K

"4A

15

80

^

8X

b=4|^

8

18

^l2X

"4X

15
15

60
50

V"

"4>|

7
6

15
18

H

f

15

41

K

3

"4^

5

10

Vz ^H

"4X

12

40

K

8

"4^

4

7

% i/i

"4A

12

82

¥

2^

"4^

8

6

H m

"4A

CHANNELS.

bH

ANGLES.

tfBBB.j

Depth

in
inchftg.

15

18

12

10

9

8

7

6

5

4

3

Vdeht
per foot

88.0

81.5

20.0

16.5

14.0

11.0

9.5

8.0

6.5

5.5

5.0

a

in
Indus.

V4

2

^%
W%
IX

1
1
1

b^

in
inches.

Di&.of
bolt or
riTot,
in
inches.

4if
4X
4X

4iV
4A
4A

*A
4A

Depth
of leg,

in
inches.

Mui-

mum

diam. of

bolt or

riTet,in

inches.

7
6
5

4

3X
8

IK

%

o

in
inches.

8>^

IK

2

IK

Depth
ofleg,

in
inches.

^2

^8

ninm

diun. of

bolt or

riTet, in

inches.

72

H
H
H
X

o

in
inches.

NOTE : The spaces b' in above table correspond with spacings
given on page 50 for standard connection angles.

ylO

THE CARNEGIE STEEL. COMPANY, LIMITED.

NOTBS ON STANDARD OONNBOTION AN-
GLBS FOR OARNBGIB Z BEAMS.

The standard connection angles, for all sizes and weights of
Standard Z beams manufactured by The Carnegie Steel Com-
pany, Limited, are illustrated on opposite page. These connec-
tions were designed on the basis of an allowable shearing strain
of 10,000 fbs. per square inch, and a bearing strain of 20,000 lbs.
per square inch on rivets or bolts, corresponding with extreme
fiber strains in the Z beams of 16,000 fbs, per square inch. The
number of rivets or bolts required was found to be dependent, in
most instances, on their bearing values.

The connections have been proportioned with a view to cover-
ing most cases, occuring in ordinary practice, with the usual
relations of depth of beam to length of span. In extreme in-
stances, however, where beams of short relative span lengths are
loaded to their full capacity, it may be found necessary to make
provision for additional strength in the connections. The limit-
ing span lengths, at and above which the standard connection
angles may be used with perfect safety, are given in the follow-
ing table :

Table of Minimum Spans, ibr Carnegie I Beams, for whieh Standard

Connection Angles may be Safely Used, with Beams

Loaded to their Full Capacity.

Datieiistion
of

Baun.

24^^-80. lbs.
g(K^-80. «
« 64.

" 60.
'• 60.

20.5

17.0
16.0
12.5
11.6
11.0

Itasiffiution

of

Baam.

16^M1. lbs.
12^M0.

" 82.
10^^-88.

« 26.
9^^-21.

«

II

1.9

10.6
8.6
7.6

10.5
9.0
8.0

nangnfttion

of

BauB.

8^M8. lbs.
7^M5. «
6^M8.
5^M0.
4'^- 7.
8^^- 6.

u

SI

II

7,0
5.6
6.0
4.0
8.0
8.0

See illustrations of Standard Connection Angles for Carnegie
Z Beams on opposite page.

THE CARNEGIE STEEL COMPANY, LIMITED.

STANDARD CONNECTION ANOLS8.

FOB Z BEAMS.

4%<4!kH"L-i^ig,

4X4XH L-l-»lf.

foracf'Ij- „ |— I for^'n ^ lb».

for4"i; 7lb«.

•xex^j^L- 0-lo'lg.

XX^/ '-Hfejti^t

(80 lbs, «5^8J^\-0'.fWV

for ii"I-jfg

;o tt
tt

t'x*'i.HJL- o:»>^

=5

r«3

fbria

1 for^iyoJbs.

for/l-jjslbs.

e xexT^—o '-eH ig.

forzol

is

lbs.
u

for 81 -J »8 lbs.
for^'l-lailbs.

^ ^ ^

QHAlOrEIiS.

for8"C

for i5"C-33 lbs.

r±±^

,\ife«%4„

for 9" c

i'XJWL^flBJi'Tg. >HX«H '^>m.- y-4?^"lg. 8«"K8J<'kH"L-0'.6J<"lg.

V^lfor/'i:

U tb»b

for 19" L jp^

9.5 lbs. i

l}^^^U'

for io".C
16.5 lbs.

• i-rf^'^'iji

Cmiuttt0HS /9r 8", 4', 5" on^ 6^ Uhtamt mpply a!n u Chmnn$lt.
Jtt htlts f$r ^ Btlts tr Rhrtit.

THE CARNEGIE STEEL COMPANY, LIMITED.

FIREPROOF FLOORS.

FifiT.l.

Fiff . 9*

mg.s.

Yiz* ^*

Fifir. 5.

Fig. 6.

C 1

THE CARNEGIE STBELi COMPANT, LIMITED.

PIREPHOOF FLOORS AND pARimONS.

.^r^

THE CARNEGIE STEEL COMPANY, LIMITED.

BUILT COLUM^N SECTIONS.

Fiff. t.

inlln

Fq^. 2* S%. 3.

I I

Pte.4.

^^^^p

f]g, 5.

Fig. 6.

Pig.?.

Fiff. 8.

Fig. 9.

Fig. 10.

j1

Fig, 11.

e^ 12.

Fig, 13.

KTg. 14.

Fig. 15.

Fijg. 16.

L

c;o

THE CABNEGIE STEEL COMPANY, LIMITED.

H

.M. ILJk

L^

THE CARNEGIE STEEL COMPANY, LIMITED.

DBTAHiS OP STANDAKD OONNBOTIONS OF
I-BKAMS AND Z-BAB OOLmiNS.

These connections to be used whea columns are not spliced at

seal Wei of girder.

3^B- !• Fl«i ».

K

icitcd dcn«c Ihe end rt

ough b»in> have btvclltdhudi.

THE CARNBGIB STEEL COMPANY, LIMITED.

These coTuiections to be used wben columns are spliced al
level of girder. This is the usual arrBngeiaeDt.

Flit. B

t

Rtveti »nd boira, %" i

TUK UAKNEGIB STEEL COMPANY, LIMITED.

CONSTRUCTIONAL DETAILS,

%■

Fig, 9. Fig. 10.

H

EU, 11. Fij. 1». 1^.18.

Fly. 14. Fig. 15. Fig. IB. FIb, IT.

nns I

J.

THE CARNEGIE STEEL COMPANY, LIMITED.

METHOD OF INOBBASING SBOTIONAL

)imnm}m})mmmm}mm

Fiir* s*

p
11

58

THE CABNEGIE STEEL COMPANY, LIMITED.

GBNBRAL NOTBS ON FLOORS.

Examples of floor joists and their connections, of common
occmrrence, are shown on page 57> Figures 1 and 8. Girders
consisting of two I-beams, or more, side by side, as in Figures 16
and 13, should be connected by means of bolts and cast-iron sep-
arators, fitting closely between the flanges of th? beams. The
office of these separators is, in a measure, to hold in position the
compression flanges of the beams, preventing side deflection or
buckling, and to unite the two beams so as to cause them to act
in unison as regards vertide deflection. Separators should be
provided near the supports and at points where heavy loads are
imposed, otherwise at regular intervals of fix>m 5 to 6 feet;
these are shown in Figures 9 and 10. Their weights range
from 1>^ fi>s. for jthe light 8", to Zi}i lbs. for the heaviest section
of %i" beams. Complete tables for the weights of separators for
I-beams are given on page 47.

On page 57, Figures 1 and 8 show different methods of con-
necting beams with each other. Figure 1 represents the floor
beam coped to the girder and joined to it by the means of a pair
of connecting angles, which are usually riveted to the floor beam
and bolted to the girder. Notes on standard sizes of these con-
necting angles, and the number of bolts and rivets required for
all sizes of I-beams, are given, with illustrations, on pages 49
and 50. Figure 8 on page 57 indicates the method of connect-
ing the floor beams with the girders when they rest on top of the
latter. In this case the floor beams are secured by means of a
pair of wrought iron clips, shown in Figure 2, shaped so as to
closely fit the top flange of the girder and either bolted or riveted

to the lower flange of the floor beam, on opposite sides of the
same.

The old method of construction for fire-proof floors in build-
ings is by means of brick arches. These usually consist of a

fio

THE CARNEGIE STEEL COMPANY, LIMITED.

single 4" course of brick, with arise at the center of 3 or 4 inches
and resting on the lower flanges of the I-Beams, against brick
skewbacks. This method of construction is illustrated on page
51. Figure 7. In case the floor is designed for very heavy loads
several courses of brick should be used. The floor beams should
be placed about 5 or 6 feet, center to center. A convenient de-
vice for centering the arches consists of wooden frames, called
centers, suspended by iron hooks from the lower flanges of the
beams, and detachable on one side so that they may be
shifted at pleasure as the work progresses. The space above thb
arches is filled with concrete, in which are embedded wooden
strips for securing the flooring. To finish the ceiling below,
plaster is generally applied on the bottom of the arches, directly
to the brick work. The horizontal thrust of the arches is
provided for by the use of tie rods, from %" to %" diameter,
spaced along the center line of the beams, or a little below, at

regular intervals of fix>m 5 to 7 feet. The thrust of these arches

1.6WL2 .
per lineal foot can be found by the formula T— — 5 — m which

W is equal to the load per square foot, R the rise of the arch in
inches, and L the span in feet. The tie rods in the arch abutting
against the wall are securely anchored to the wall ; an angle,
channel or simply a wall plate can be used to support the arch
and to properly distribute the load upon the wall. The weight
of a. fire-proof floor of this description, that b^ 4'' brick arches,
concrete and flooring, exclusive of the weight of the beams, will
average about 70 pounds per square foot

Corrugated sheet may be used instead of the brick arches. It
is placed against the lower flanges of the I-beams, and thus se-
curely held in position, while the space above is filled with grouting.
Tie rods are used the same as in the previous case. The distance
between beams should be limited to 5 or 6 feet. The corrugated
sheet is usually left exposed below to form the ceiling, and it is thus

THE CARNEGIE STEEL COMPANY, LIMITED.

open to the objection that the nKMStnre in the atmosphere may con-
dense upon the surface of the sheet in sufficient quantities to drop into
the room below. Ceilings of this kind should therefore be restricted
in their use, or the sheets properly protected from contact of the air

Two modem types of fire-proof floor constructions, and
which have grown in favor so rajndly as to be used now almost
to the exclusion of all others, are illustrated on page 51, Pignres
4 and 5. The arches in this case are formed of hollow blocks,
consisting of burnt fire-clay or similar refiractoiy material. These
are furnished by the numu&ctmcrs in a great variety of patterns
and of a strength to meet the desired requirements.

In regard to their conqx>sition, there may be said to exist two
distinctive varieties.

In the first, known as hollow pottery, the material consists of
burnt fire-clay, and differs from the second variety, called
<< porous earthenware,'' in being thinner, harder, and more
compact

In the second variety the day, before it is burnt, is mixed in
considerable proportions with sawdust and fine]y*cut straw,
which, being consumed during the process of burning, leaves the
material in a finely honeycombed state.

Figures 4 and 5, on page 51| show two methods of construc-
tion of hollow pottery and porous earthenware arches. The
method illustrated by Figure 4 is the later and better.

From tests recently made it appears that this latter construc-
tion gives the best results in regard to strength. This is evi-
dently due to the fact that the frdl section of the material is
placed in its most advantageous position to take the direct
pressure coming thereon.

When used in floor construction both varieties of arches are
backed to the depth of several inches with concrete, in which
are embedded wooden strips to which the floor planking is

THE CARNEGIE STEEL COMPANY, LIMITED.

secured. The joints are all made radial, and the blocks should
be thoroughly cemented together. They are made to project
about 1 inch below the bottom flange of the I-beams, which are
further protected by the insertion of a thin strip of tile. The
weight and cost of both hollow pottery and porous earthenware
are about the same, and, through their superior lightness, possess
an important advantage over the brick arch. The saving in
weight amounts to from 40 to 50 per cent, thus warranting more
economical proportions for the steel framing, while in other re-
spects the cost of this construction b about the same. The
weight of these arches per square foot of floor, without plaster-
ing, concrete or flooring, is about as follows :

12" arches, used for warehouses, 45 lbs.

10" « " " theatres, 86 lbs.

8" « " " office buildings, 30 lbs.
6" ** " " light purposes, 22 R)s.

For long spans or unusually heavy loads special arches should
be constructed. A combination arch, to satisfy thb purpose is
shown on page 51, Figure 6. It consists of hollow fire-proof
blocks of the ordinary dimensions, as used for partiticms, from ^f^
to 12'^'^ wide and about ^^^ in depth, set end to end and sup-
ported by steel or iron tension straps fastened by good and sub-
stantial means to the webs or upper flanges of the beams. These
straps must be of sufficient strength and placed between the
successive rows of the fire-proof blocks. The space over the
straps and between the fire-proof blocks is filled up with
Portland cement, thus uniting the blocks and producing a
solid floor. The fire-proofing, therefore, no longer serves the
function of an arch, but merely takes the compression caused
by the strap, whose tendency is to pull the floor beams together.

The straps should be at least iy^^^vride and not less than X^^'^
thickness. Tests made by The Carnegie Steel Company, Limited,

THE CARNEGIE STEEL COMPANY, LIMITED.

with this comHiiatioii constraction have given very satisliEurtory
results.

The following are the usual assomptions made in good practice
for superimposed loads :

Floors of dwellings and offices, 70 ft>s. per sq. ft.

" " churches, theatres and ball rooms, 126 ft>s ** " **
" « warehouses, 200 to 260 Ihsw " " **

" for heavy machinery, 260 to 400 9t>s. « " «

It has been shown by a careful investigation that the weight
of a crowd of people, densely packed, will not exceed 80 ft>s. per
square foot

The cost of fire-proof floor constraction has been further greatly
reduced by the substitution of steel for iron in the manufacture of
I-beams and channels. The former material recommends itself,
not only for its superior strength, but also by its use the rolling
of much lighter sections than in iron has been rendered practi-
cable. These advantages are now universally conceded, and in
view of this fact, The Carnegie Steel Company, Limited, have
discarded the use of iron, and the manu&cture of stractoral
shapes consists entirely of steel.

Where girders extend below bottom of floor beams, they are
made fire proof by surrounding them with hollow earthenware
blocks especially made to fit the bottom of the beams, as shown
on page 61, Figures 1« 2 and 8.

An example of fire-proof tile construction, as applied to ceilings
and roofs, is given on page 62, Figure 2. For ceilings the Tees
are suspended from the lower flanges of the I-beams at intervals
of 12'' or 15 ', and support a layer of very thin tile, weighing about
5 pounds per square foot, to which the plastering is applied. For
roofs somewhat heavier Tees are used, resting on the top
flanges of the I-beams and spaced about 18" apart. The tiling,
weighing about 10 lbs. per square foot, may be covered with

63

THE CARNEGIE STEEL COMPANY, LIMITED.

concrete, then with a layer of felt and gravel, or, in the case of
slate roofs, the slate may be nailed directly to the tiling.

A semi -fire-proof construction is shown on page 52, Figure 1,
and consists of angles resting on the top of the floor beams,
and supporting wooden strips. The finished floor can be directly
nailed on these latter, which are spaced from 12 to 16 inches apart.
The ceiling is composed of wire lathing, which is fastened to
Tees suspended from the floor beams and spaced about 16''^
apart. The plastering is directly attached to the wire lathing,
and thus a level ceiling is obtained.

Wire lathing can also be used to good advantage in fire-proofing
colmnns and girders, and has shown itself to be of great utility
in many instances where hollow pottery could not be used.

On page 52, Figure 3, is given an elevation and section of three

methods used for the construction of fire-proof partitions. One

consists of the ordinary fire-proof square blocks, set with broken

joints and held at intervals with light I-beams, which take the

place of wood studding.

In the second me.hod, the space between the I-beams is filled
with a new material called plaster boards. The third method
consists of wire lathing attached to the flanges of the I-beams
and stiff*ened at intervals of 2 feet with 'angles. Tn all these
methods plastering is applied directly to the surfaces in the
usual manner.

«•!

THE CARNEGIE STEEL COMPANY, LIMITED.

GIRDERS IN BUILDINGS.

In the design of a building, cases may occur where a single
I-beam girder will not answer. It may be found desirable to
increase the lengths of the spans so as to reduce the number of
supporting columns to a minimum, or perhaps heavy concen-
trated loads, such as vaults, brick walls, etc., will render single
I-beam girders inadequate. On page 57, Figs. 11 to 17, inclusive,
are shown various forms of girders that may be used in such
cases Where the ends of the girders rest upon the wall, steel
bearing plates (Figs. 12 and 13), should be used to distribute the
pressure over a greater' surface, and thereby prevent the crush-
ing of the material in the wall directly under the girder. In
some cases a tough, lai^e stone will answer without the plates
(Fig. 11), but where the pressure is heavy, both plates and stone
should be used (Fig. 13).

The allowed pressure per square foot for brick work should
not exceed six tons, and for stone, twelve to twenty tons, accord-
ing to its character.

For spanning openings in brick walls, girders composed ot
tw o or more I-beams, connected by bolts and separators (Figs,
18 and 16, page 57), are most commonly used.

The probable line of rupture, where the bricks have been laid
regularly, if the girder should fail, will be found to be inside of
the sides of an isosceles triangle whose base is the span and
whose height is y^ of the span. In order to be entirely on the
safe side, the weight of wall between vertical lines directly over
the girder for a height equal to that of the triangle is frequently
adopted as the load to be carried. It should be noted however
that for green walls or walls having openings, this rule does not
apply.

Placing the weight of brick work at 112 lbs. per cubic foot, the
weights per superficial foot for different walls are as follows :

For 9^^ wall 84 lbs.

"13 " 121 «

"18 « 168 "

"22 ** 205

« 26 " 243

THE CARNEGIE STEEL COMPANY, LIMITED.

EXPLANATION OF TABLES ON OARNEQIB

SECTIONS.

Pages 70 to 90, Inclusive.

These tables have been calculated for the lightest weights to
which each shape or pattern can be rolled. Heavier weights
can be rolled in the same grooves by separating the rolls, but
they are not kept in stock, and can only be obtained by special
rolling.

The tables on pages 71 to 73 for I-beams, give the loads
which a beam will carry safely (distributed imiformly over its
length) for the distances between suppoits indicated. These loads
include the weight of the beam, which must be deducted in order
to arrive at the net load which the beam will carry. On pages
74 to 82, will also be foimd the safe loads for other sections.

For beams of heavier sections than those calculated in the
tables, a separate column of corrections is given for each size,
stating the proper increase of safe load for every additional pound
in the weight per foot of beam. The values given are based on
a maximum fiber strain of 16,000 ft)s. per square inch for I-beams
and channels, while for other shapes, 12,000 lbs. has been used.

It has been assumed in these tables that proper provision is
made for preventing the compression flanges of the beams from
deflecting sideways. They should be held in position at distances
not exceeding twenty times the width of the flange, otherwise the
strain allowed should be reduced as per table, page 69.

In some instances deflection, rather than absolute strengthy
may become the governing consideration in determining the size
of beam to be used. For beams carrying plastered ceilings, for
example, it has been found by practical tests that, if the
deflection exceeds yj^th of the distance between supports, or
^th of an inch per foot of this distance, there is danger of the
ceiling cracking. This limit is indicated in the following tables
by cross lines, beyond which the beams should not be used, if

THE CARNEGIE STEEL. COMPANY, LIMITED.

intended to carry plastered ceilings, unless the allowable loads
given in the tables are reduced. There is an element of safety
not taken into account in the tables, viz., the fact that the dead
load of the floor is carried by the beams before the plaster is
applied; consequently, only the deflection due to the live load is
liable to cause damage to the plaster. The following method
can be used to obtain the reduced loads :

Multiply the load given immediately above the cross line by the
square of the corresponding span, and divide by the square of the
required span ; the result will be the required load. See exam-
ple III, page ^%

A table of deflections of Carnegie sections is given on page
70. It may generally be assumed, both for rolled and built
beams, that the above limit is not exceeded so long as the depth
of the beam is not less than ^^th of the distance between sup-
ports (^ inch per foot).

Inasmuch as the carrying capacity of beams increases largely
with their depth, and it is therefore economical to use the greatest
depth of beam consistent with the other conditions to which it is
necessary to conform, (as clear height, etc.), the above cases of
extreme deflection will rarely be met with in practice.

As the deflection of beams is not very uniform in either iron or
steel, the question of the relative deflection of iron and steel
beams can be decided only from the average results of a lar^e
number of tests. Such experiments as have been made, though
insufficient in number to be conclusive, indicate that a steel beam
will deflect slightly less than an iron beam of the same section,
imder the same load, in about the inverse ratio of the moduli of
elasticity for these materials as generally assumed, or say as 14
to 15.

The tables on pages 83 to 90, inclusive, for I-beams give the
proper spacing, center to center of l)eams, for loads varying from
100 to 175 lbs. per square foot, and for spans ranging in length
from 5 to 30 feet. The spacing of beams is inversely propor-
tionate to the loads ; therefore, for a load not given in the table,
as for instance, 200 lbs. per square foot, divide the spaces given
for too lbs. per square foot by 2, etc.

THE CARNEGIE STEEL COMPANY, LIMITED.

EXAMPLES OP APPLICATION OP TABLES.

I. What will be the most economical arrangement of floor
beams and girders for carrying a load of 150 lbs., including
weight of floor, assuming the floor to be supported by brick
arches resting between the beams and carrying a plastered ceil-
ing below ?

Answer: The spacing of floor beams for brick arches, as stated
above, should not exceed 6 feet. Referring to pages 87 and 88,
we find the deepest I-beam corresponding to this space (above
horizontal cross lines) to be a ^'^ I, 21.0 lbs., with a length of
span of 15 feet. The girders to which the floor beams are
framed should, therefore, be spaced 15 feet apart, and from the
table we find that either a 20^^ I, 64 lbs., 23 feet long, or a 15^^
I, 50 lbs., 18 feet long, will answer. By using the former, the
number of supporting columns will be reduced, but the weight
of the girders increased. The relative cost must be determined
by the circumstances of the case /. e., length of columns, etc.
The headroom required may render it necessary to use a double
girder of shallower beams, say 2—10''^ I-beams, 25 lbs, 15
feet long.

II. What size and weight of beam 19'' ^^' long in clear
between walls, and therefore, 20*^ ^^' long between centers of
supports, will be required to carry safely a uniformly distributed
load of 16 tons, the weight of the beam included ?

Answer: From the table for safe loads of I-beams, a 15'''' 1, 41.0
lbs., will carry safely, for a span of 20 feet, 15.08 tons, or 0.92 tons
less than required in this case. From the next column we find
that for every poimd increase in weight of beam, we may add
0.20 tons to the load. Hence, for 0.92 tons, we must increase
i

THE CARNEGIE STEEL COMPANY, LIMITED.

the weight per foot of beam by 0.92^.20 = 4.6 lbs., i. e^
the beam required should weigh 41.0 4~ ^'^ = 45.6 lbs. per
foot.

III. What load uniformly distributed, including its own
weight, will a 15"^^ I-beam, weighing 50.0 ^s. per foot,
carry for a span of 30 feet, without deflecting sufficiently to en-
danger a plastered ceiling?

AnsTver : From the table for safe loads of I-beams we find, at
the limit indicated for plastered ceilings, that a 15'' 50 lb. beam
will carry safely a uniform load of 15.06 tons over a span of 25
feet. In order not to give rise to undue deflection, the safe load
for a 30 foot span, according to the rule given on page 67 will be

^'»X^=10.46 tons.

g02

^U0.

BEAMS WITHOUT LATERAL SUPPORT.

Length of Beam.

Proportion of Tabular Load Forming
Greatest Safe Load.

20 times flange

width.

Whole tabular load.

30 «

u

A

«

<(

40 " "

u

A

u

«

50 " «

((

A

u

u

60 " **

«

^

u

<(

70 *^

(<

A

u

u

THE CARNEGIE STEEL. COMPANY, LIMITED.

DEPIiBOTION COEFFICIENTS FOR CARNEGIE
SHAPES, GIVEN IN 64ths OF AN INCH.

Goeffident
Index.

O.S.

o^.s.

0.L
0^. L

DISTIMOB BETWEEN SUPPORTS, IN FEET.

6

8

10

12

14

16

18

20

38.1

67.8

105.9

152.5

207.6

271.2

343.2

423.7

29.8

53.0

82.8

119.2

162.2

211.8

268.1

331.0

30.7

54.6

85.3

122.9

167.3

218.4

276.5

341.3

25.6

45.5

71.1

102.4

139.4

182.0

230.4

284.4

512.7
400.5
413.0
344.2

Coefficient
Index.

cs.

0^. s.
CI.

CM.

DISTIMGE BETWEEN SUPPORTS, IN FEET.

24

610.2
476.6
491.5
409.6

26

716.1
559.4
576.8
480.7

28

830.5
648.8
669.0
557.5

30

953.4

744.8
768.0
640.0

32

1085.
847.4
873.8
728.2

34

01225.0
956.6
986.4
822.0

36

1373.0

1073.0

1106.0

921.6

38

1530.
1195.
1232.
1027.

40

1695.
1324.
1365.
1138.

Figures given opposite C. S. and C^. S. are the deflection coeffi-
cients for steel shapes, subject to transverse strain for varying
spans, under their maximum uniformly distributed safe loads,
derived from a fiber strain of i6ocx> and 12500 respectively ;
the modulus of elasticity being taken at 29,000,000. Figm-es given
opposite C. I. and C''. I. are for iron beams, under their uniformly
distributed safe loads, derived from a fiber strain of 12000 and
loooo respectively, the modulus' of elasticity being taken at
27,000,000. To find the deflection of any symmetrical shape
used as a beam under its corresponding safe load, divide the
coefficients given in the above tables by the depth of the beam.
This applies to such shapes as I-Beams, channels, Z-bars, etc.
For those beams having unsvmmetrical axes, such as tees, angles,
etc., divide by twice the greatest distance of the neutral axis fi"om
the outside fibre.

Example: — Required the deflection of a 12' ' I-Beam, 32 lbs.,
20 ft. span imder its maximum uniformly distributed safe load of
9.88 tons, as given on page 7^. The above tables give 423*7 as the
deflection coefficient; dividing this by 12, gives 35.3 as the
required deflection in 64ths of an inch.

For deflections due to different systems of loading, see page 96.

rtr\

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR

CARNEGIE Z* BEAMS.

IN TONS OF 2,000 LBS

12
13
14
16
16
17
18
19

20
21
22
23
24
25
26
27

28
29
80
31
32
33
34
35
36

24^^

80

lbs.

76.27
70.41
65.38
61.02
57.20
58.84
50.85
48.17

45.76
43.58
41.60
39.79
38.14
36.61
35.20
33.90

32.69
31.56
30.51
29.52
28.60
2773
26.92
26.15
25.42

.owa

0.53
0.49
0.46
0.43
a40
0.38
0.36
0.34

0.32
0.30
029
0.28
0.27
0.26
0.25
0.24

0J83
0.22
0.21
0.21
0J80
0.19
019
0.18
0.18

20'a.

80
lbs.

64.40
59.45
55JB0
51.52
48.30
45.46
42.93
40.67

38.64
36.80
3513
33.60
32.20
80.91
29.72
28.62

27.60
26.65
25.76
24.93
24.15
23.42
22.73
22.08
21.47

64
lbs.

50.93
47.01
43.66
40.75
38.20
35.95
33.96
82.17

30.56
29.10
27.78
26.58
25.47
24.45
23.51
22.64

21.83
21.08
20.37
19.72
19.10
18.52
17.97
17.46
16.98

— .be

■ «-«

^1

15'^ I.

80
lbs.

0.44
0.40
0.37
0.35
0.38

asi

0.29
0.28

0.26
0.25
0.24

a23 24.30

0.22
0.21
0.
0.19

0.19

0.18

0.17

0.17

0.

0.16

0.15

0.15

0.15

46.58
42.99
39.93
37.26
84.93
82.88
31.05
29.41

60
lbs.

27.94 22.91
26.61 21.81
25.4ft 30.8a| 17

23.
22.35

2? 19

20 21

1617

.50
20.70

19.96
19.27
18.63
18.03
.46
16.94
16.44
15.97
15.52

3ai8
85.24
82.72

30.H
28.68
26.95
25.45
24.11

1636
15.80
15.27
14.78
14.32
13.88
13.48
1309
13.73

50
lbs.

31.39
2897
26.90
25,11
28.54
22.16
20.98
19.82

ia45
1298
12.55
12.15
11.77
11.41
11.08
10.76
10.46

41
lbs.

25.13
28.20
21.54
20.10
1885
17.74
16.75
15.87

15.08
14.36
18.71
18.11
12.57

1&

11.

11.17

10.77
10.40
10.05
9.78
9.43
9.14
8.87
8.62
8.38

12^^ I.

40

lbs.

0.38
0.80
0.28
0.26
OJ35
0.28
0.22
0.21

0.20

ai9

0.18
0.17
0.16

0.15
0.16

0.14
0.14
0.13
0.13
0.13
0.12
0.11
0.11
0.11

20.84
19.24
17.86
16.67
15.63
14.71
13^
18.17

rm

11.87

10.87

10.42

0.16110.01

9.62

9.26

8.93
a62
8.34

ao7

7.81
7.58
7.36
7.14
6.95

32

lbs.

1647
15J30
14.12
18i8
12J5

ii.ea; 0.1

10.98 1

10.40

9.41
8.98
8.59
8.23
7.90
7.60
7.82

7.06
6.82
6.59
6.87
6.18
5.99
581
5.66
5.49

0.S
0%
O.S
0.2
0.2

0.1

0.1
0.1
0.1
0.1
0.1
0,1
0.1
0.1

0.1
01
01
0.1
0.1
01
0(
0<
0.<

Safe loads given include weight of beam. Maximum fiber strain
16,000 lbs. per square inch.

•71

THE CARNEGIB STEEL COMPANY, LIMITED.

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE X BEAMS.

IN TONS OF 2.000 LBS.

u

if

12
18
14
15
16

17
18
19
20
21

22

28
24
25
26

27

W'l.

33

Ibi.

14.33
13J23

11.47
10.75

10.12
9.56
9.05
8.60
8.19

7.82
7.48
7.17

•

6.88
6.62

6,87
6.14
5.93
SO 5.73

25
lbs.

10,88

10.05

9.33

8.71

8.16

7.68
7.26
6.87
6.54
6.22

5.94
5.69
5.45
5.23
5.02

4.84
4.67
4.51
4.36

0.22
0.20
0.19
0.17
0.16

0.15
0.15
0.14
0.13
0.12

0.12
0.11
0.11
0.10
0.10

0.10
0.09
0.09
0.09

9^a.

21
lbs.

8.38
769
714
6.66
6.25

5.88
5.55
5.26
5.00
4.76

4.54
4.35
4.17
4.00
3.84

8.70
3.57
3.45
3.33

6.g

0.20
0.18
0.17
0.16
0.15

0.14
0.13
0.12
0.12
0.11

0.11
0.10
0.10
0.09
0.09

0.09
0.08
0.08
0.08

S.a
It

5
6
7
8
9

10
11
12
13
14

15
16
17
18
19

20
21

8^a.

18
lbs.

15.40

12.83

11.00

9.63

8.56

7.70
700
6.42
5.92

5.50

5.13
4.81
4.53
4.28
4.05

3.85
3.67

^.

0.42
0.35
0.30
0.26
0.23

0.21
0.19
0.17
0.16
0.15

0.14
0.13
0.12
0.12
0.11

0.10
0.10

7^^ I.

15

lbs.

11.58
9.65
8.27
724
6.43

5.79
5.27
4.83

4.45
4.14

8.86
3.63
8.41
3.22
3.04

2.90
2.76

Safe loads given, include weight of beam. Maximum fibe
D^rain, l6,ocx> lbs. per square inch.

^^>

THK CARNEGIE STEEL. COMPANY, LIMITED.

SAFE LOADS, UNIPORM^fY DISTRIBUTED,
FOR CARNEGIE X BEAMa

IN TONS OF 2.000 LBS.

8

e

5
6

7
8
9

10
11
12
13

U
15
16
17

18
19
20
21

6^^L

13

lbs.

8.85
6.96
5.96
5.22
4.64

4.18

3.80
8.48
3.21

2.98
2.78
2.61
2.46

2.32
2.20
2.09
199

0.31
0.26
0.22
0.20
0.17

0.16
0.14
0.13

0.12

0.11
0.10
0.10
0.09

0.09
0.08
0.08
0.07

5^^ I.

10
lbs.

5.29
4.41
3.78
3.31

2.94

2.65
2.40
2.20
2.03

1.89
1.76
1.65
1.56

1.47
1.39
1.32
1.26

6.g

0.26
0.22
0.19
0.16
0.15

0.13
0.12
0.11
0.10

0.09
0.09
0.08
0.08

0.07
0.07
0.07
0.06

4^^ I.

7
lbs.

8.04
2.54
2.17

1.90

1.68

•.a

0.21
0.17
0.15
0.13
0.12

8^^ I.

6
lbs.

1.86
1.55

1.52

0.10

1.38

0.10

1.27

0.09

1.17

0.08

1.09

0.07

1.02

0.07

0.95

0.07

0.89

0.06

0.84

0.06

0.80

0.06

0.7?

0.05

0.78

0.05

1.33
1.16
1.03

0.93
0.84
0.77
0.71

0.66
0.62
0.58
0.55

0.52
0.49
0.46
0.44

ft

0.16
0.18
0.11
0.10
0.09

0.0S
0.07
0.06
0.06

0.05
0.05
0.05
0.04

0.04
0.04
0.04
0.03

Safe loads given, include weight of beam. Maximum fiber
strain, 16,000 lbs. per square inch.

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS, IN TONS OP 2,000 LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
DECK BEAMS AND BULB ANGLES.

•si

H&ximTun Fiber Strain, 12,000 Ibs^ per square inch.

fl

DWJI BIAMS—DISTAHCB BBTWBEK SUPPORTS, IM MET.

J

6
20.52

6

17.10

7

14.66

8

9

11.40

lO

12
8.55

14
7.33

16

18

10

36.70

12.82

10.26

6.41

5.70

10

27.23

16.93

14.11

12.09

10.58

9.41

8.46

7.05

6.05

5.29

4.70

9

30.00

15.64

13.03

11.17

9.77

8.69

7.82

6.52

5.59

4.89

4.34

9

26.00

14.18

11.82

10.13

8.86

7.88

7.09

5.91

5.06

4.43

3.94

8

24.48

11.26

9.38

8.04

7.04

6.26

5.63

4.69

4.02

3.52

3.13

8

20.15

9.74

8.12

6.96

6.09

5.41

4.87

4.06

3.48

3.04

2.71

7

23.46

9.34

7.78

6.67

5.84

5.19

4.67

3.69

3.34

2.92

2.59

7

laii

7.73

6.44

5.52

4.83

4.29

3.86

3.22

2.76

2.42

2.15

6

18.36

6.58

5.48

4.70

4.11

3.66

3.29

2.74

2.35

2.06

1.83

6

15.30

5.80

4.83

4.14

3.62

3.22

2.90

2.42

2.07

1.81

1.61

Maximum Fiber Strain, 10,000 lbs.

, per square inch,

10

35 70

17.10

14.25

12.21

10.69

9.50

8.55

7.12

6.11

5.34

4.75

10

27.23

14.11

11.76

10.08

8.82

7.84

7.06

5.88

5.04

4.41

3.92

9

30.00

13.03

10.86

9.30

8.14

7.24

6.61

5.43

4.65

4.07

3.62

9

26.00

11.82

9.85

a44

7.39

6.67

5.91

4.92

4.22

3.70

3.28

8

24.48

9.38

7.82

6.70

5.86

5.21

4.69

3.91

3.35

2.93

2.61

8

20.15

8.11

6.76

5.79

5.07

4.51

4.05

3.38

2.90

2.53

2.25

7

23.46

7.79

6.49

5.56

4.87

4.33

3.89

3.25

2.78

2.43

2.16

7

18.11

6.44

5.37

4.60

4.02

3.58

3.22

2.68

2.30

2.01

1.79

6

18.36

5.48

4.57

3.91

3.42

3.04

2.74

2.28 1.96

1.71

1.52

6

15.30

4.84

4.03

3.46

3.02

2.69

2.42

2.02 1.73

1.51

1.34

BULB i]

JGLES— Maximum Fiber Strain, 12,000 lbs., per square inch.

10

26.50

15.88

13.23

11.34

9.93

8.82

7.94

6.62

5.67

4.96

4.41

9

21.80

11.57

9.64

8.26

7.23

6.43

5.78

4.82

4.13

3.62

3.21

8

19.23

9.36

7.80

6.69

5.85

5.20

4.68

3.90

3.34

2.92

2.60

7

18.25

7.67

6.39

5.48

4.79

4.26

3.83

3.20

2.74

2.40

2.13

6

17.20

6.04

5.03

4.31

3.77

3.36

3.02

2.52

2.16

1.89

1.68

6

13.75

6J28

4.40

3.77

3.30

2.93

2.64

2.20

1.89

1.65

1.47

6

12.30

4.53

3.77

3.24

2.83

2.52

2.26

1.89

1.62

1.42

1.26

5

10.00

3.25

2.71

2.32

2.03

1.81

1.62

1.35

1.16

1.02

0.90

BULB ANGLES— Maximum Fiber Strain, 10,000 lbs.,

per square ind

1.

10

26.50

13.23

11.02

9.45

8.27

7.35

6.61

6.51

4.72

4.13

3.68

9

21.80

9.64

8.03

6.88

6.02

5.36

4.82

4.02

3.44

3.01

2.68

8

19.23

7.80

6.50

5.57

4.87

4.33

3.90

3.25

2.79

2.44

2.17

7

18.25

6.39

5.32

4.56

8.99

3.56

3.19

2.66

2.28

2.00

1.77

6

17.20

5.03

4.19

3.59

3.14

2.79

2.51

2.10

1.80

1.57

1.40

6

13.75

4.40

3.67

3.14

2.75

2.44

2.20

1.83

1.57

1.37

1.22

6

12.30

3.77

3.14

2.69

2.36

2.09

1.88

1.57

1.35

1.18

1.05

5

IO.OOI

2.71

2.26

1.94

1.69

1.51

1.35

1.13

0.97

0.85

0.75

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR OARNEGIE OHANNELa

IN TONS OF 2.000 LBS.

^1

il-
ls

15^^ C.

88.0

lbs.

WL

81.5

lbs.

5.S

S

'.S

2ao

lbs.

Wl

16.5

lbs.

5.S

9^^.

14.0

lbs.

r

fe

10

21.76

0.40

19.49

0.85

11.25

0.81

7.70

0.26

5.86

11

19.78

0.36

17.72

0.31

10.28

0.28

7.00

0.24

5.38

12

iai8

0.33

16.24

0.29

9.38

0.26

6.41

0.22

4.88

13

16.74

0.30

14.99

0.27

a65

0.24

5.92

0.20

4.51

14

15.54

0.28

13.92

0.25

8.04

0.22

5.50

0.19

4.19

15

14.51

0.26

12.99

0.23

7.50

0.21

5.18

0.17

3.91

16

18.60

0.25

12,18

0J82

7.03

0.20

4.81

0.16

3.66

17

12.80

023

11.47

0.20

6.62

0.18

4.53

0.15

3.45

18

12.09

0.22

10.88

0.19

6.25

0.17

4.28

0.15

8.26

19

11.45

0.21

1056

0.18

5.92

0.17

4.05

0.14

8.08

20

10.88

0.20

9.75

0.17

5.63

0.16

3.85

0.13

2.93

21

10.36

0.19

9.28

0.16

5.36

0.15

3.66

0.12

2.79

22

9.89

0.18

8.86

0.16

5.11

0.14

3.50

0.12

2.66

23

9.46

0.17

8.47

0.15

4.89

0.14

3.35

0.11

2.55

24

9.07

0.16

8.12

0.14

4.69

0.13

3.21

0.11

2.44

25

a70

0.16

7.80

0.14

4.50

0.13

ao8

0.10

2.34

26

8.37

0.15

7.50

0.13

4.33

0.12

2.96

0.10

2.25

27

8.06

0.15

7.22

0.13

4.17

0.12

2.85

0.10

2.17

28

7.7?

0.14

6.96

0.12

4.02

0.11

2.75

0.09

2.09

29

7.50

0.14

6.72

0.12

3.88

0.11

2.65

0.09

2.02

30

7.25

0.13

6.50

0.12

3.75

0.10

2.57

0.09

1.95

0.24
0.22
0.20
0.18
0.17
0.16

0.15
0.14
0.18
0.12
0.12

0.11
0.11
0.10
0.10
0.09

0.09
0.09
0.08
0.08

ao8

Safe loads given, include weight of channel,
strain, i6,ooo lbs. per square inch.

Maximum fiber

rrK

THE CARNEGIE STEEL. COMPANY, LIMITED.

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE CHANNELS.

IN TONS OF 2,000 LBS.

s

s

5
6
7
8
9
10

11
12
13
14
15

16
17
18
19
20

21
22
23
24
26

S'^l

11

lbs.

5-a

r(3 E

7//£

9.5
lbs.

8.47
7.06
6.05
5.29
4.71
4.24

3.85
3.53
3.26
3.03

2.82

2,65
2.49
2.35
2.23
2.12

2.02
1.93
1.84
1.76
1.69

0.42 6.22

0.35
0.30
0.28
0.23
0.21

0.19
0.17
0.16
0.15
0.14

0.13
0.12
0.12
0.11
0.10

0.10
0.09
0.09
0.09
0.08

5.18

I. a

0.3?
0.31

4.44 0.26

3.89
3.46

3.11

2.83
2.59
2.39
2.22
2.07

1.94
1.83
1.73
1.64
i.56

1.48
1.41
1.35
1.30
1.24

^'l

8.0
lbs.

0.23
0.20
0.18

0.17
0.15
0.14
0.13
0.12

0.11
0.11
0.10
0.10
0.09

0.09
0.08
0.08
0.08
0.07

4.72
3.93
3.37
2.95

-^.n

2.6t 0.17

2.36

2.15
1.97
1.82
1.69
1.57

1.48
1.39
1.31
1.24
U8

1.12
1.07
1.03
0.98
0.94

0.31
0.26
0.22
0.20

5^a

6.5
lbs.

0,16

0.14
0.13
0.12
0.11
0.10

0.10
0.09
0.09
0.08
0.08

0.07
0.07
0.07
0.07
0.06

s bo

5. a

M

3.20
2.6?
2.29
2.00
1.78
1.60

1.45
1.33
1.23
1.14
1.07

1.00
0.94
0.89
0.84
0.80

0.76
0.73
0.70
0.67
0.64

4//£

5.5

lbs.

0.26
0.22
0.19
0.16
0.15
0.13

0.12
0.11
0.10
0.09
0.09

0.08
0.08
0.07
0.07
0.07

0.06
0.06
0.06
0.05
0.05

^1

2.17
1.81
1.55
1.36
1.21
1.09

0.99
0.90
0.83
0.78
0.72

0.68
0.64
0.60
0.57
0.54

0.52
0.49
0.47
0.45
0.43

3^^C

&o

lbs.

0.21
0.17
0,15
0,13
0.12
0.10

0.10
0.09
0.08

0.07
0.07

0.07
0.06
0.06
0.06
005

0.05
0.05
0.04
0.04
0.04

1.40

1.17
1.00
0.88
0.78
0.70

0.64
0.58
0.54
0.50
0.47

0.43
0.41
0.39
0.37
0.35

0.33
0.32
0.30
0.29
0.28

^.a

0.16
0.18
0.11
0.10
0.09
0.08

0.07
0.07
0.06
0.06
0.05

0.05
0.05
0.04
0.04
0.04

0.04
0.04
0.03
0.03
0.03

Safe loads given include weight of channel. Maximum fiber
strain, i6,ooo lbs per square inch.

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS. IN TONS OP 2000 LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE

Z-BARS.

Sise,
Inches.

6

^^

6

b't

6%
6

5

6

5

4

4^
^'A

4

4A
4>^

4

ih
i'/s

3

3A
3

Si's
3

H

«

5

DISTIMCI BIT¥IEN SUPPORTS, H PER.

a44

9.83

11.22

11.66
12.82
14.10

14.04
16.22
16.40

6.34
6.39
7.44

7.67
8.62
9.67

9.47
10.34
11.20

8.14
8.91
4.68

4.83
6.60
6.18

6.06
6.66
7.26

1.93
2.88

2.68
2.98

3.06
3.43

6.75
7.86
8.98

9.24
10.26
11.28

11.28
12.18
13.12

4.27
5.11
5.96

6.14
6.90
7.66

7.58
8.27
8.96

2.61
3.18
3.74

3.86
4.40
4.94

4.84
5.32
6.81

1.64
1.90

2.06
2.38

2.46
2.74

6

6.63
6.56
7.48

7.70
a56

4.82
6.61
6.41

6.60
7.33

9.40 ao6

2.11
2.46

2.81

2.89
3.21
3.62

3.51
3.81
4.10

1.33
1.60
1.86

1.92
2.16
2.39

2.37
2.58
2.80

0.78
0.98
1.17

1.21
1.38
1.54

1.51
1.66
1.82

0.48
0.59

0.64
0.74

0.77
0.86

Safe loads given include weight of Z-bar. Maximum fiber
strain, 12,000 lbs. per square inch.

9.36
10.15
10.93

3.56
4.26
4.96

5.12
5.75
6.38

6.32
6.89
7.47

2.09
2.61
3.12

3.22
3.67
4.12

4.03
4.43
4.84

1.28
1.58

1.72
1.98

8.02
8.70
9.87

8.05
8.66
4.26

4.39
4.93
6.47

5.41
5.91
6.40

1.79
2.24
2.67

2.76
8.14
3.63

3.46
8.80
4.16

1.10
1.36

1.47
1.70

2.04,1.76
2.2811.96

8

4.22
4.91
6.61

6.7?
6.41
7.06

7.02
7.61
a20

2.67
3.19
3.72

3.84
4.81
4.79

4.74
5.17
5.60

1.57
1.96
2.34

2.41
2.76
3.09

3.02
8.83
3.68

0.96
1.19

1.29
1.49

1.58
1.71

9

8.75
4.87
4.99

5.18
5.70
6.27

6.24
6.7?
7.29

2.87
2.84
8.81

3.41
3:83
4.26

4.21
459
4.98

1.39
1.74
2.08

2.14
2.44
2.74

2.69
2.96
3.23

0.86
1.06

1.14
1.32

1.36
1.62

10

8.88
8.93
4.49

4.62
5.18
5.64

5.61
6.09
6.66

2.13
2.65
2.97

8.07
8.46
8.83

8.79
4.14
4.48

1.26
1.66
1.87

1.93
2.20
2.47

2.42
2.66
290

0.77
0.96

1.03
1.19

1.22

12

2.81
3.28
a74

8.86
4.27
4.70

4.68
607
6.47

1.78
2.13
2.48

2.56
2.87
3.19

3.16
3.45
8.73

1.06
1.30
1.56

1.61
1.83
2.06

2.02
2.22
2.42

0.64
0.79

0.86
0.99

1.02

1.87 1.14

14

2.41
2.81
8.21

3.80
3.66
4.08

4.01
4.35
4.69

1.52
1.82
2.12

2.19
2.46
2.74

2.71
2.95
8.20

0.90
1.12
1.84

1.38
1,57
1.76

1.78
1.90
2.07

0.55
0.68

0.74
0.85

0.88
0.98

16

ryrj

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS TN TONS OP 2,0OO POUNDS, UNI-

FOBML7 DISTBIBI7TED, FOR OABNEGIE

ANGLES, WITH EQUAL LEQa

8ise of Angle.

6
6
5

5

4
4

x6
x6
x5
x5

xX

x4
x4

8Hx3>^x^

8 x8 x}i
8 x8 x^

29ixl^xX
^x25ixi4

2Kx2>^x>^

2>^x2MxX
2Kx^xK
2j4x2jix>i

2 x2 x,^

2 x2 xA
l9ixl9ixTSr
l?4'xl$ixA

lHxlKx%
I^^xIJ^Xt^
l^xlJ^x^JW
iKxl^x^l

iHxl^xA
lHxlJ^x>2
1 xl xX
1 xl x>i

?^x%x^
%x%x>|
9ix%xX
9ix9^x>|

DISTiHOl BITWIEN SUPPORTS. IH PUT.

30.56
16.28
20.68
9.68

112.04
6.15
9.00
4.60

5.20
2.32
8.56
1.92

2.92
1.60
2.82
1.28

1.60
0.76
1.20
0.56

0.76
0.42
0.44
0.20

0.35
0.16
0.22
0.12

0.18

0.092

0.096

0.068

0.044

15.28

ai4

10.84
4.84

6.02
2.58
4.50
2.80

2.60
1.16
1.78
0.96

1.46
0.80
1.16
0.64

0.80
0.88
0.60
0.28

0.38
0^1
0J82
0.10

0.17
0.0781
0.11
0.062

0.066
0.046
0.048
0.034
0.022

8

10.18
5.48
6.89
8.23

4.01
1.72
8.00
1.53

1.73
0.77
1.19
0.64

0.97
0.53
0.7?
0.43

0.58
0.25
0.40
0.19

4

7.64
4.07
5.17
2.42

3.01
1.29
g.25

1.15

1.30
0.58
0.89
0.48

0.78
0.40
0.58
0.32

0.40
0.19
0.30
0.14

0.19

0.25
0.14
0.15
0.065 0.049|0.03{

6

6.11
3.26
4.14
1.94

2.41
103
1.80
0.92

1.04
0.46
0.71
0.38

0.58
0.32
0.46
0.26

0.82
0.15
0Jg4
0.11

0.15

6

5.09
2.71
3.45
1.66

2.01
0.86
1.50

0.7?

0.87
0.39
0.59
0.32

0.49
0.27
0.89
0.21

4.37
2.38
2.95
1.38

1.72
0.74
1.29
0.66

0.74
0.33
0.51
0.27

0.42
0.23
0.83

0.18

8

3.82
2.04
2.59
Ul

1.51
0.64
1.13
0.58

0.65
0.29
0.45
0.24

0.37
0.20
0.29
0.16

o

0.13

0.11

3.40
1.81
2.30
1.08

1.34
0.57
1.00
0.51

0.58
0.26
0.40
0.21

0.32
0.18
0.26
0.14

10

0.27 to.28 0.20 |0.18 0.16
0.18 0.11 0.0950.0840.076
0.20 0.17 0.15 0.13 0.12
0.0930.0800.0700.0620.056

3.06
1.68
2.07
a97

1.20
0.52
0.90
0.46

0.52
0.23
0.86
0.19

0.29
0.16
0.23
0.13

0.0950.0840.076

0.1040.0880.0690.0590.0520.0460.042

0.10910.087 0.073 0.062 0.055 0.048 0.044

0.0330.0280.0250.0220.020

0.12 0.087|0.07q0.058'o.050|b.044 0.03910.035
0.052 0.039 0.031 0.026 0.022 0.020 0.017 0.016
0.075 0.056 0.045^.037 0.032 0.028 0.025 0.022
0.011 0.031 0.025 0.021 0.018 0.016 0.014 0.012

0.044 0.083 0.026P22 0.019 0.017 0.015 0.013
0.031 0.023 0.018!0.015 0.013 0.012 0.010 0.009
0.082 0.024|0.019!0.016 0.014 0.012 0.011 0.010
0.023 0.017 0.014 0.011 0.010 0.009 0.008 0.007
0.015 0.01 1 0.009 0.007 0.006 0.005 0.005 0.004

Safe loads given include weight of Angle. Maximum fiber
strain, l2^ooo lbs. per square inch. Neutral axis through centre of
gravity parallel to one leg.

r70

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS, IN TONS, OP 2,000 LBS., UNI-
FORMLY DISTRIBUTED, FOR OARNEGIB
ANGLES, TVITH UNEQUAL LEGS.
LONQ LBG VBBTIOAL.

Sim of
ingle.

7 x3>^xl

7 xS^xX
6 x4 xji
6 x4 x^

6 xS^x;^

6 xBX^H
5 x4 xji
5 x4 x^

5 x3Xx^

5 xS^x^
5 x3 x{|
5 x3 x^5

4^x3 xH
4X^3 x^
4 x3^xH
4 x3>^x^

4 x3 xjf

4 x3 Kf^

3^x3 xfl

3>|x3 x^

3>^x2XxH
3^x2 xA

DISTAHCl BETWHK SUPPORTS, IK FEET.

;^x2 xX

3 x2Xx/^

3 x2>^xX
3 x2 x>^
3 x2 x^2

2^x2 x^
2>ix2 xA
2^x1 >^xX

2 xl^xX

2 xl^x/j

1^x1 X/3J

1^x1 xi^

42.32
20.04
28.60
ia28

27.92

13.00

19.96

9.36

19.52
9.16

17.80
7.60

14.48
7.32

11.68
6.00

11.48
4.92
8.80
3.84

7.40
3.00
6.20
2.62

4.60
2.24
4.00
1.92

2.80
1.16
2.36
0.92

0.92
0.72
036
0.24

2

21.16

10.02

14.30

6.64

ia96
6.60
9.98
4.68

9.76
4.68
8.90
3.75

7.24
3.66

5.84
3.00

5.74
2.46
4.40
1.92

3.70
1.50
2.60
1.26

2.30
1.12
2.00
0.96

1.40
0.58
1.18
0.46

0.46
0.36
0.18
0.12

14.11
6.68
9.53
4.43

9.31
4.33
6.66

ai2

6.61
3.05
6.93
2.50

4.78
2.44
3.89
2.00

3.83
1.64
2.93
1.28

2.47
1.00
1.73
0.84

1.53
0.76
1.33
0.64

0.93
039
0.79
0.31

0.31
0.24
0.12
0.08

1068
6.01
7.16
3.32

6.98
3.26
4.99
2.34

4.88
2JB9
4.46
1.88

3.62
1.83
2.92
1.50

2.87
1.23
2.20
0.96

1.86
0.76
1.30
0.63

115
0.56
1.00
048

0.70
0.29
0.59
0.23

0.23
0.18
0.09
0.06

8.46
4.01
5.72
2.66

6.68
2.60
3.99
1.87

a90
1.88
8.56
1.50

2.90
1.46
2.34
1.20

2.30
0.98
1.76
0.77

1.45
0.60
1.04
0.60

0.92
0.48
0.80
0.38

0.56
0.23
0.47
0.16

0.18
0.14
0.07
0.05

6

7

8

9

7.06

6.05

6.29

4.70

3.34

2.86

2.50

2.23

4.77

4.09

3.68

3.18

2.21

1.90

1.66

1.48

4.66

3.99

3.49

3.10

2.17

1.86

1.63

1.44

3.33

2.85

2.50

2.22

1.66

1.34

1.17

1.04

3.26

2.79

2.44

2.17

1.53

1.31

1.15

1.02

2.97

254

2.28

1.98

1.25

1.07

0.94

0.83

2.41

2.07

1.81

1.61

1.22

1.06

0.92

0.81

1.92

1.67

1.46

1.30

1.00

0.86

0.76

0.67

1.91

1.64

1.44

1.28

0.82

0.70

0.62

0.66

1.47

1.26

1.10

0.98

0.64

0.65

0.48

0.43

1.23

1.06

0.93

0.82

0.60

0.43

0.38

0.33

0.87

074

0.65

0.58

0.42

0.36

0.32

0.28

0.77

0.66

0.68

0.51

0.37

0.32

0.28

0.26

0.67

0.57

0.60

0.44

0.32

0.27

0.24

0.21

0.47

0.40

0.85

0.31

0.19

0.17

0.15

0.13

0.39

0.34

0.30

0.26

0.15

0.13

0.12

0.10

0.15

0.13

0.12

0.10

0.12

0.10

0.09

0.08

0.06

0.05

0.04

0.04

0.04

0.03

0.03

0.031

lO

4.23
2.00
2.86
1.83

2.79
1.80
2.00
0.94

1.95
0.92
1.78
0.75

1.45
0.73
1.17
0.60

1.16
0.49
0.88
0.38

0.74
0.30
0.52
0.25

0.46
0.22
0.40
0.19

0.28
0.12
0.24
0.09

0.09
0.07
003
0.02

Safe loads given include weight of Angle,
strain, i2,ooo lbs. per square inch. Neutral axis
gravity parallel to short leg.

Maximum fiber
through center of

•7Q

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS, IN TONS OF 2,000 LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
ANGLES, WITH UNEQUAL LEGS.
SHORT LEG VEBTICAL.

Sin of
Ingle.

7 xSXxl

7 x8>^x3^

6 x4 x^

6 x4 x^

6 x8>^x^

6 x8>^xf^

5 x4 x^

6 x4 xH
6 x8>^x^
6 x8Xx^
6 x3 xfl
6 x8 x,^

4Xx8 xi|
4>^x8 xYs
4 xS^xfl
4 xS^x^l

4 x3 xJI

4 x3 x^

8Xx3 xil

3%x3 x}^

3>^x2XxH
8Xx2>^xX

8j<x2

3>(x2 xX
3 xgi^x^^

3 x2>^xX
3 x2 x)4
8 x2 x^

2Xx2 x^
2>|x2 xX

2 xl^xX

1^8x1
1^x1

DISTIHGB BITWHN supfokts, ih fut.

11.84
5.88

13.56
6.40

10.36
4.92

13.24
6.28

10.08
4.84
6.96
3.00

6.84
3.52
9.20
4.72

6.72
2.96
6.60
2.88

3.96
1.64
2.12
1.04

3.28
1.60
1.88
0.92

1.84
0.80
1.04
0.44

0.48
0.36
0.20
0.12

5.92
2.94
6.78
3.20

5.18
2.46
6.62
3.14

5.04
2.42
3.48
1.50

3.42
1.76
4.60
2.36

3.36
1.48
8.30
1.44

1.98
0.82
1.06
0.52

1.64
0.80
0.94
046

0.92
0.40
0.52
0.22

0.24
0.18
0.10
0.06

3.95
1.96
4.52
2.13

3.45
1.64
4.41
2.09

3.36
1.61
2.32
1.00

2.28
1.17
3.07
1.57

2.24
0.97
2.20
0.96

1.32
0.55
0.71
0.35

1.09
0.53
0.63
0.31

0.61
0.27
0.35
0.15

0.16
0.12
0.07
0.04

2.96
1.47
3.39
1.60

2.59
1.23
3.31
1.57

2.52
1.21
1.74
0.75

1.71
0.88
2.30
1.18

1.68
0.74
1.65
0.72

0.99
0.41
0.53
0.26

0.82
0.40
0.47
0.23

0.26
0.20
0.26
0.11

2.37
1.18
2.71
1.28

2.07
0.98
2.65
1.26

2.02
0.96
1.39
0.60

1.37
0.70
1.84
0.94

1.34
0.59
1.32
0.58

0.79
0.33
0.42
021

0.66
0.32
0.38
0.18

0.37
0.16
0.21
0.09

0.12 0.10
0.09 ' 0.07
0.05 1 0.04
0.03 0.02

6

1.97
0.98
2.26
1.07

1.73
0.82
221
1.05

1.68
0.81
1.16
0.50

1.14
0.59
1.53
0.79

1.12
0.49
1.10
0.48

0.66
0.27
0.85
0.17

0.55
0.27
0.31
0.15

0.31
0.13
0.17
0.07

0.08
0.06
0.03
0.02

7

8

9

1.69

148

1.32

0.84

0.74

0.65

1.94

1.70

1.51

0.91

0.80

0.71

1.48

1.30

1.15

0.70

0.62

0.55

1.89

1.66

1.47

0.90

0.79

0.70

1.44

1.26

1.12

0.67

0.61

0.54

0.99

0.87

0.77

0.43

0.38

0.33

0.98

0.86

0.76

0.50

0.44

0.39

181

1.15

1.02

0.67

0.59

0.52

0.96

0.84

075

042

0.37

033

0.94

083

0.73

0.41

0.36

0.32

0.57

0.50

044

0.23

0.21

0.18

0.30

0.27

024

0.15

0.13

0.12

0.47

0.41

0.36

0.23

0.20

0.18

0.27

0.24

0.21

0.13

0.12

0.10

0.26

0.23

0.20

Oil

0.10

009

0.15

0.13

0.12

006

0.06

0.05

0.07

0.06

0.05

0.05

0.05

0.04

0.03

0.02

0.02

0.02

0.01

0.01

Safe loads given include weight of Angle. Maximum fiber
strain, I2,cxx) lbs. per square inch Neutral axis through center of
gravity parallel to long leg.

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFE LOADS IN TONS OP 2,000 POUNDS, XJNI-
PORMLY DISTRIBUTED, POR OARNSaiB

TEES

8iM

Plaun

SISTIHCI BETWm SUPPORTS, 01 FEET.

bjStem.

1

2

3

4

5

6

0.79

7
0.67

8

9

lO

5 x3

t3.6

4.72

2.86

1.57

1.18 0.94

0.59

0.52

0.47

5 x2>i

11.0

a44

1.72

1.15

0.86

0.69

0.67

0.49

0.43

0.88

0.84

4Hx3>^

16.8

a52

4.26

2.84

2.18

1.70

1.42

1.22

1.07

0.95

0.85

4>^3

8.5

8.24

1.62

1.08

0.81

0.65

0.54

0.46

0.41

0.86

a33

4Hx8

10.0

8.76

1.88

1.35

0.94

0.76

0.63

0.54

0.47

0.42

0.88

4>ix2H

&0

2.24

1.12

0.75

0.56

0.46

0.37

0.82

0.28

0.25

0.22

^yi^'A

9.3

2.60

1.30

0.87

065

0.52

0.43

0.37

0.83

0.29

0.26

4 x5

15.6

12.40

6.20

4.13

8.10

2.48

2.07

1.77

1.56

1.38

1.24

4 x5

12.0

9.72

4.86

3.24

2.48

1.94

1.62

1.39

1.22

1.08

0.97

4 x4>^

14.6

10.20

5.10

3.40

2.55

2.04

1.70

1.46

1.28

1.18

1.02

4 x4>i

11.4

7.92

8.96

2.64

1.98

1.58

1.32

1.13

0.99

0.88

0.79

4 x4

18.7

ao8

4.04

2.69

2.02

1.63

1.35

1.15

1.01

0.90

0.81

4 x4

10.9

6.56

8.28

2.19

1.64

1.31

1.09

0.94

0.82

0.73

0.66

4 x3

9.3

8.52

1.76

1.17

0.88

0.70

0.59

0.50

0.44

0.89

0.35

4 x2H

ao

2.48

1.24

0.83

0.62

0.50

0.41

0.35

0.31

0.28

a25

4 x2>i

7.3

2.20

1.10

0.73

0.55

0.44

0.37

0.81

0J88

0.24

0.22

4 x2j^

5.8

1.68

0.84

0.56

0.42

0.34

0.28

0.24

0.21

0.19

0.17

4 x2

7.9

1.60

0.80

0.53

0.40

0.32

0.27

0.23

0.20

0.18

0.16

4 x2

6.6

1.86

0.68

0.45

0.34

0.27

0.28

0.19

0.17

0.15

0.14

8>^x4

ia8

7.92

3.96

2.64

1.98

1.58

1.82

1.13

0.99

0.88

a79

81^x4

9.9

6.20

8.10

2.07

1.55

1.24

1.08

0.89

0.78

0.69

0.63

8Mx3>^

11.7

6.08

8.04

2.03

1.52

1.22

1.01

0.87

0.76

0.68

0.61

8^x3)^

9.2

4.76

2.38

1.59

1.19

0.95

0.79

0.68

0.60

0.53

0.48

8>^x3H

6.8

8.72

1.86

1.24

0.98

0.74

0.62

0.53

0.47

0.41

0.37

8^x8

11.78

5.72

2.86

1.91

1.43

1.14

0.95

0.82

0.72

0.64

0.67

8J4x3

10.9

4.52

2.26

1.51

1.13

0.90

0.75

0.65

0.67

0.50

0.46

8J4x3

a5

3.52

1.76

1.17

0.88

0.70

0.59

0.50

0.44

0.39

0.35

83^x3

7.8

2.88

1.44

0.96

0.72

0.58

0.48

0.41

0.86

0.32

0.29

3 x4

11.8

7.76

3.88

2.59

1.94

1.55

1.29

1.11

0.97

0.86

0.78

3 x4

106

7.12

8.56

2.87

1.78

1.42

1.19

1.02

0.89

0.79

0.71

8 x4

9.3

6.28

8.14

2.09

1.57

1.26

1.06

0.90

0.79

0.70

0.68

8 x3H

10.9

5.96

2.98

1.99

1.49

1.19

0.99

0.85

0.75

0.66

0.60

3 x3»^

9.8

5.48

2.74

1.88

1.37

1.10

0.91

0.78

0.69

0.61

0.55

8 x3M

as

4.84

2.42

1.61

1.21

0.97

0.81

0.69

0.61 0.54

0.48

8 x3

10.0 4.40

2.20

1.47

1.10

0.88

a78

0.68,

0.55 a49

0.44

Safe loads given include weight of Tee. Maximum fiber strain,

i2,ooo lbs. per square inch.

THE CARNEGIE STEEL. COMPANY, LIMITED.

8AFB LOADS, IN TONS OP 2,000 POUNDS , UNl^
PORMLY DISTRIBUTED, FOR O ARNBOIE

TEES.— Oontinued.

8ise

PUDg«

Ij Stem.

Veigliit

DISTiHCl BIT^UH SUPPORTS^ II PUT.

1

2

3

4

5

6

7

8

9

10

8 x3

9.1

4.04

2.02

1.35

1.01

081

067

0.58

0.51

0.45

0.40

3 x3

7.8

8.44

1.72

1.15

086

069

057

0.49

043

0.38

034

3 x3

6.6

2.96

1.48

0.99

0.74

0.59

049

042

037

033

O30

3 x2Ji 7.2

2.40

1.20

0.80

O60

0.48

O40

034

0.30

027

0.24

3 y2y^ 6.1

2.08

1.04

0.69

0.52

042

0.85

O30

0.26

0.23

0.21

%x2 7.4

'8.00

1.60

1.00

0.75

O60

0.50

043

038

033

0.30

^xl^ 6.6

2.00

1.00

0.67

O50

0.40

033

0.29

0.25

022

O20

2Kx8

7.2

8.48

1.74

1.16

0.87

0.70

0.58

O50

0.44

039

035

2^x8

6.1

8.04

1.52

1.01

076

061

051

0.43

0.38

0.34

O30

2>4x^

a7

2.92

1.46

0.97

078

0.58

049

0.42

0.87

0.32

0.29

2Mx%

5.8

2.40

1.20

0.80

O60

0.48

0.40

034

0.30

027

024

zy^^H

a4

2.86

1.18

0.79

0.59

0.47

039

034

0.30

026

024

t^l%

5.5

2.00

1.00

0.67

O50

0.40

033

029

0.25

0.22

O20

2^xlJi

a9

0.36

0.18

0.12

O09

O07

O06

O05

O04

O04

0.03

^x2j^

4.9

1.68

0.84

0.56

042

034

028

024

021

019

017

2^x^

4.1

1.28

0.64

043

032

0.26

021

018

016

014

0.13

2 x2

4.3

1.82

0.66

0.44

033

0.26

022

019

017

015

013

2 x2

8.7

1.00

0.50

0.33

0.25

0J20

017

014

0.13

Oil

OlO

2 xlM

8.1

0.60

0.30

0.20

015

012

OlO

O09

O08

0.07

O06

XKr^^H

8.1

0.76

0.38

025

019

015

0.13

Oil

OlO

O08

0.07

1%xl^

8.6

0.60

0.80

0.20

015

012

OlO

O09

O08

O07

O06

l^xlj^

1.94

0.32

0.16

0.11

O08

O06

O05

O05

O04

O04

O08

VA^\}4

2.6

0.56

0.28

019

014

Oil

O09

O08

O07

O06

O05

lHxl>i

1.84

0.44

OJ^

015

Oil

O09

O07

O06

O05

0.05

O04

iMxl^

8.0

0.48

0.24

0.16

012

0.10

O08

O07

O06

O05

O05

iMxl^

2.24

0.40

0.20

013

OlO

O08

0.07

O06

0.05

O04

O04

VA%\M

1.73

0.32

0.16

0.11

O08

O06

O05

0.05

O04

O04

0.03

iMxlH

1.33

020

aio

O07

0.05

O04

O03

O03

O02

O02

0.02

lHx9i

1.33

0.12

0.06

O04

O03

O02

O02

O02

OOl

0.01

OOl

Uy^\K

2.04

0.40

0.20

018

OlO

O08

0.07

O06

O05

O04

O04

Wiy^VA

1.53

0.28

0.14

0.09

O07

O06

O05

O04

O03

O03

0.03

1 xlH

1.12

0.32

ai6

Oil

O08

O06

O05

O05

0.04

0.04

O03

1 xl

1.23

0.20

0.10

O07

O05

O04

O03

O03

0.02

0.02 O02

1 xl

0.87

ai2

0.06

O04

0.03

O02

0.02

O02

0.01

0.01

lOOl

Safe loads given include weight of Tee. Maximum fiber strain,
i2,oco lbs. per square inch.

THE CARNEGIE STEEL. COMPANY, LIMITED.

SPACING OF OABNEGIE Z BEAMS FOB UNI-
FORM LOAD OF lOO LBS. PER
SQUARE FOOT.

Proper Distance in Feet, Center to Center of Beams.

u

2(K'L

15'^ I.

12^^ I.

10^^ L

9^a.

Distance
Sapports

80

lbs.

64

lbs.

80

lbs.

60
lbs.

50

Ibi.

41

lbs.

40

lbs.

32

lbs.

83
Ibi.

85

Ibi.

21

lbs.

12

107.8

84.9

77.6

63.6

52.3

41.9

34.7

27.4

23.9

lai

13.9

13

91.5

72.3

66.1

54.2

44.6

35.7

29.6

23.4

20.4

15.5

11.8

14

78.8

62.4

57.0

46.7

38.4

30.8

25.5

20.2

17.6

13.3

10.2

15

68.7
60.4

54.3
47.7

50.0
43.7

40.7
35.8

33.5
29.4

26.8
23.6

22.2
19.5

17.6
15.4

15.3
13.4

11.6
10.2

a9

16

7.8

17

53.5

42.3

3a7

81.7

26.1

20.9

17.3

13.7

11.9

9.0

6.9

18

47.7

37.7

34.5

28.3

23.3

18.6

15.4

12.2

10.6

&1

6.2

19

42.8

33.9

31.0

25.4

20.9

16.7

13.9

10.9

9.5

7.2

6.5

20

38.6
35.0

30.6
27.7

28.0
25.3

22.9
20.8

18.8
17.1

15.1
13.7

12.5

9.9

8.6
7.8

6.5
5.9

6.0

21

11.3

8.9

4.5

22

31.9

25.3

23.1

18.9

15.6

12.5

10.3

8.2

7.1

5.4

4.1

23

29.2

23.1

21.1

17.3

14.2

11.4

9.5

7.5

6.5

4.9

3.8

24

26.8

21.2

19.4

15.9

13.1

10.5

87

6.9

6.0

4.5

3.5

25

24.7

19.6

17.9

14.7

12.1

9.6

8.0

6.3

5.5

4.2

3.2

26

22.9

18.1

16.B"

lU

'li.i

"§;s

7.4

5.8

5.1

3.9

3.0

•

27

21.2

16.8

15.3

12.6

10.3

8.3

6.9

5.4

4.7

8.6

2.7

28

19.7

15.6

14.3

11.7

9.6

7.7

6.4

5.0

4.4

8.3

2.6

29

18.4

14.5

13.3

10.9

9.0

7.2

5.9

4.7

4.1

8.1

2.4

30

17.2

13.6

12.4

10.2

8.4

6.7

5.6

4.4

3.8

2.9

2.2

For load of 200 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

QO

THE CARNEGIE STEEL. COMPANY, LIMITED.

SPAOINa OF OARNBQIB I BEAMS FOR UNI-
FORM LOAD OF lOO LBa PER
SQUARE FOOT.

Proper Distance in Feet, Center to Center of Beams.

p

|.a

8^' I.

7^^ I.

6^^ I.

b^'I.

4^' I. 3^

^I.

Is

18
lbs.

15

lbs.

13
lbs.

10
lbs.

7
lbs. ]

6
lbs.

5

61.6

46.3

33.4

21.2

12.1

7.4

6

42.8
31.4
24.1
19.0

82.2
23.6
18.1
14.3

23.2
17.0
13.0
10.3

14.7

10.8

8.3

a5

5.2

7

6.2

3.8

8

4.8
3.7

2.9

9

6.5

2.3

10

15.4
12.7

11.6
9.6

8.4

5.3

4.4

3.0
2.5

1.9

11

6.9

1.5

12

10.7
9.1

8.1

5.8
4.9
4.3

3.7
3.1
2.7

2.1
1.8
1.6

1.3

18

6.8
5.9

1.1

14

7.9

0.9

15

6.8

5.1

3.7

2.3

1.4

16

6.0

4.5

3.3

2.1

1.2

17

5.3

4.0

2.9

1.8

1.0

18

4.8

3.6

2.(5

1.6

0.9

19

4.3

3.2

2.3

1.5

• •

20

3.9

2.9

2.1

1.3

• •

21

3.5

2.6

1.9

1.2

• •

22

3.2

2.4

1.7

1.1

• •

For load of 200 lbs. per square foot,
by 2. Maximum fiber strain, i6,ooo lbs.

divide the spacing given
per square inch.

THE CARNEGIE STEEL COMPANY, LIMITED.

SPACING OF OABNBGIE X BEAMS FOR UNI-
FORM LOAD OF 125 LBS. PBR
SQUARE FOOT.

Proper Distance in Feet^ Center to Center of Beams.

20^^ I.

15^' I.

12^'

I.

10^' I.

9'^.

it

80

64

80

60

50

41

40

82

33

25

21

h

llM.

llM.

lbs.

62.1

lbs.

50.9

Ibi.

41.8

lbs.

33.5

lbs.

27.8

lbs.

lbs.

lbs.

lbs.

12

85.9

67.9

21.9

19.1

14.5 11.1

13

78.2

57.8

52.9

43.4

357

28.6

23.7

18.7

16.3

12.4

9.5

14

63.1

49.9

45.6

37.4

30.7

24.6

20.4

16.2

14.1

10.7

8.2

15

55.0

43.5

39.7

32.6

26.8

21.4

17.8

14.1

12.2

9.3

7.1

16

48.3
42.8

38.2
33.8

34.9
30.9

28.6
25.4

23.5
20.9

18.9
16.7

15.6
13.8

12.3
11.0

10.7

8.2

'W

17

9.5

7J3

5.5

18

38.2

30.2

27.6

22.6

18.6

14.9

12.3

9.8

8.5

6.5

4.9

19

34.2

27.1

24.8

20.3

16.7

13.4

11.1

8.7

7.6

5.8

4.4

20

30.9

24.5

22.4 18.3

15.0

12.1

10.0

7.9

6.9

5.2

4.0

21

28.0

22.2

20.3 16.6

13.7

11.0

9.0

^.1

6.2

4.7

3.6

22

25.5

20.2

18.5

15.1

12.5

10.0

8.2

6.6

5.7

4.3

3.3

23

23.4

ia5

16.9

13.9

11.4

9.1

7.6

6.0

5.2

3.9

3.0

24

21.5

17.0

15.5

12.7

10.5

U

7.0

5.5

4.8

3.6

2.8

25

19.8
18.3

15.7
14.5

14.3

11.7

9.7

7.7

6.4
5.9

5.0
4.7

4.4
4.1

3.3
3.1

2.6

26

13.2

10.8

§.9

7.1

2.4

27

17.0

13.4

12.3

10.1

8.2

6.6

5.5

4.3

3.8

2.9

2.2

28

15.8

12.5

11.4

9.3

7.7

6.2

5.1

4.0

3.5

2.7

2.0

29

14.7

11.6

10.6

8.7

7.2

5.8

4.7

3.8

3.3

2.5

1.9

30

13.7

10.9

9.9

8.1

6.7

5.4

4.5

3.5

3.0

2.3

1.8

For load of 250 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

<~>c:

THE CARNEGIE STEEL. COMPANY, LIMITED.

SPACING OF OABNEGIE X BEAMS FOB UNI-

FOBM LOAD OF 125 LBS. FEB

SQUABE FOOT.

Proper Distance in Feet, Center to Center of Beams.

between
in feet

8^^L

7^^ I.

6^^ I.

5^^ I.

4^^ L 3

''I,

if

18
lbs.

15
lbs.

13

lbs.

10
lbs.

7
lbs.

6
lbs.

5

49.3

37.1

26.7

17.0

9.7

6.0

6

34J3
25.1
19.3
16.2

25.7
18.9
14.5
11.4

18.6

13.6

10.4

8.2

11.8
8.6
6.6

6.8

4.1

7

5.0

3.0

8

3.8
3.0

2.3

9

5.2

1.8

10

12.3
10.2

9.3

7.7

6.7

4.2
3.5

2.4
2.0

1.5

11

5.5

1.2

12

8.6
7.3

6.4

4.6

3.a

3.4

2.9
25
2.2

1.7
1.4
1.2

1.0

13

5.5

4.7

0.9

14

6.3

15

5.4

4.1

3.0

1.8

1.1

16

4.8

8.6

2.6

1.7

1.0

17

4.2

3.2

2.3

1.4

18

3.8

2.9

2.1

1.3

19

3.4

2.6

1.8

1.2

20

3.1

2.3

1.7

1.1

21

2.8

2.1

1.5

1.0

22

2.6

1.9

1.4

• •

ir^

« « A

«• « • • ■«

.1 •

•

For load of 250 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

86

THE CARNEGIE STEEL COMPANY, LIMITED,

SPAOINa OF OABNBGIE X BEAMS FOB UNI-
FORM liOAD OF 160 LBS. PER
SQUARE FOOT.

Proper Distance in Feet, Center to Center of Beams.

20^^ I.

15^^ I.

12^^ I.

10^^ I.

9^a.

Is

80
lbs.

64

lbs.

80

llM.

60

llM.

42.4

50
lbs.

34.9

41

Ibi.

40

lbs.

32
Ibi.

33

25
IbB.

21
lbs.

12

71.5

56.6

51.8

27.9

23.1

18.3

15.9

12.1

9.3

13

61.0

48.2

44.1

36.2

29.7

23.8

19.7

15.6

13.6

10.3

7.9

14

52.5

41.6

38.0

31.2

25.6

20.5

17.0

13.5

11.7

8.9

as

15

45.8
40.3

35.7

36.2
31.8

28.2

33.1
29.1

25.8

27.2
23.9

21.1

223

19.6

17.4

17.9
15.7

13.9

14.8
13.0

11.5

10.3
9.1

10.2
8.9

7.7
6.8

5.9

16

5.2

17

7.9

6.0

4.6

18

31.8

25.1

28.0

ia9

15.5

12.4

10.3

&1

7.1

5.4

4.1

19

28.5

22.6

20.6

16.9

14.0

11.1

9.3

7.3

6.3

4.8

3.7

20

25.7
23.3

20.4
18.5

18.6
16.9

15.3
13.8

12.5
11.4

10.0
9.1

8.3

6.6

5.7
5.2

4.4
3.9

3.3

21

7.5

6.0

3.0

22

21.3

16.9

15.4

12.6

lOA

8.3

6.9

5.5

4.7

8.6

2.7

23

19.5

15.4

14.(j

11.6

9.5

7.6

6.3

5.0

4.3

3.3

2.5

24

17.9

14.1

12.9

10.6

8.7

7.0

5.8

4.6

4.0

3.0

2.3

25

16.5
15.3

13.1
12.1

11.9

9.8

8.1

6.4

5.3
4.9

4.2
3.9

3.7
3.4

2.8
2.6

2.1

26

11.0

9.0

U

5.9

2.0

27

14.1

11.2

10.2

8.4

6.9

5.5

4.6

8.6

8.1

2.4

1.8

28

13.1

10.4

9.5

7.8

6.4

5.1

4.3

3.3

2.9

2.2

1.7

29

12.3

9.7

&9

7.3

6.0

4.8

3.9

3.1

2,7

ai

1.6

30

11.5

9.1

8.3

6.8

5.6

4.5

3.7

2.9

2.5

1.9

1.5

For load of 300 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

87

THE CARNEGIE STEEL. COMPANY, LIMITED.

SPACING OF OABNEGIE X BEAMS FOR UNL

FORM LOAD OF 150 LBS. FEB

SQUARE FOOT.

Proper Distance in Feet, Center to Oenter of Beams.

between
in feet

8'^ I.

7^^ I.

6^^ I.

5^^ I.

4^a,

8'^ I.

Distance
supports

18
lbs.

15
lbs.

13
lbs.

10

lbs.

7

lbs.

6

lbs.

5

41.1

30.9

22.3

14.1

8.1

4.9

6

285
20.9
16.1
12.7

21.4

15.8

12.1

9.5

15.5

11.3

8.7

6.9

9.8
7.2
5.5

5.6
4.1

3.4

7

2.5

8

3.2
2.5

1.9

9

4.3

1.5

10

10.3
8.5

7.7
6.4

5.6

3.5
2.9

2.0
1.7

1.2

11

4.6

1.0

12

7.1
6.1

5.4

3.9
3.3

2.8

2.4
21
1.8

1.4
1.2
1.0

0.9

13

4.6
3.9

• •

14

5.2

15

4.6

3.4

2.5

1.6

0.9

16

4.0

3.0

2.2

1.4

17

8.5

2.7

1.9

1.2

18

8.2

2.4

1.7

1.1

19

2.9

2.1

1.5

1.0

20

2.6

1.9

1.4

• •

21

2.3

1.7

1.3

• •

22

2.1

1.6

1.1

• •

For ]

load of 300 lbs. per square foot, divide the spacing g

iven

by 2. ^

laximum fiber strain, 16,000 lbs. per square inch.

88

THE CARNEGIE STEEL COMPANY, LIMITED.

SPACING OF OABNBGIS X BBAMS FOR T7NI-

FOBM LOAD OF 175 LBS. PER

SQUARE FOOT.

-•T"

m wwy

p

2(K^I.

15^^ I.

12'^ I.

10^^ I.

9'^.

it

80

64

80

60

' 50

41

40

32

33

25

21

II

lbs.

Ibe.

lbs.

lbs.

lbs.

lbs.

Ibi.

lbs.

Ibi.

lbs.

lbs.

12

61.8

4a5

44.4

86.4

29.9

23.9

19.8

15.7

18.7

10.4

7.9

13

52.3

41.8

37.8

81.0

25.5

20.4

16,9

13.4

11.7

a8

6.8

14

45.0

85.6

32.6

26.7

21.9

17.6

14.6

11.5

10.1

7.6

6.8

15

39.8

81.0

28.4

28.8

19.1

15.3

12.7

10.1

a7

6.6

6.1

16

34.5
80.6

27.3
24.2

25.0
22.1

20.4

lai

16.8
14.9

13.6
11.9

11.2
9.9

a8

7.8

7.7

6.8

4.5

17

6.8

6.2

a9

18

27.3

21.6

19.7

16.2

13.3

10.6

a8

7.0

6.1

4.6

as

19

24.5

19.4

17.7

14.5

11.9

9.5

7.9

6.2

6.4

4.1

ai

20

22.1
20.0

17.5
15.8

16.0
14.5

13.1
11.9

10.8
9.8

a6

7.8

7.1
6.5

6.6

4.9
4.6

37
8.4

2.9

21

6.1

2.6

22

18.2

14.4

13.2

10.8

ao

7.1

5.9

47

4.1

ai

2.3

23

16.7

13.2

12.1

9.9

ai

6.6

5.4

4.3

3.7

2.8

a2

24

15.3

12.1

11.1

9.1

7.5

6.0

5.0

8.9

3.4

2.6

ao

25

14.1

11.2

10.2

8.4

6.9

6.5

4.6

8.6

ai

24

1.8

26

13.1

10.3

d.4

7.7

■6.4-

b.i

4.2

8.3

29

2.2

1.7

27

12.1

9.6

8.8

7.2

6.9

4.7

3.9

8.1

2.7

2.1

1.6

28

11.3

8.9

a2

6.7

5.5

4.4

8.6

2.9

2.5

1.9

1.6

29

10.5

8.3

7.6

6.2

6.1

4.1

3.4

2.7

2.3

1.8

1.4

30

9.8

7.8

7.1

5.8

4.8

3.8

8.2

2.6

2.2

1.7

1.3

For load of 350 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

HQ

THE OABNEGIE STEEL. COMPANY, LIMITED.

SPAOINO OF OABNEGIB Z BEAMS FOB X7NI-

FOBM LOAD OF 175 LBS. PER

SQUABE FOOT.

Proper Distance in Feet, Center to Center of Beams.

p

2-9

8^' I.

7^'L

6^^ I.

b'^i

V' L 3^^ I.

8-S
II

18
lbs.

15
lbs.

13

lbs.

10
lbs.

7
lbs. ]

6

bs.

5

85.2

26.5

19.1

12.1

6.9

4.3

6

24.4
18.0
13.8
10.9

18.4
13.5
10.3

8.2

13.3
9.7
7.5
5.9

8.4

a2

4.7

4.8

3.0

7

8.5

2.2

8

2.7
2.1

1.7

9

3.7

1.3

10

8.8
7.3

6.6
5.5

4.8

3.0
2.5

1.7
1.4

1.1

11

3.9

0.9

12

6.1
5.2

4.6

3.3

2.8
2.4

2.1

1.8
1.5

1.2
1.0
0.9

0.7

13

3.9
3.4

U

4.5

15

8.9

2.9

2.1

1.3

0.8

16

3.4

2.6

1.9

1.2

17

3.0

2.3

1.7

1.0

18

2.7

2.0

1.5

• •

19

2.4

1.8

1.3

• •

20

2.2

1.7

1.2

• •

21

2.0

1.5

1.1

• •

22

1.8

1.4

1.0

• •

For load of 350 lbs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 lbs. per square inch.

arx

THE CARNEGIE STEEL COMPANY, LIMITED.

EXPLANATION OF TABLES

ON THE PROPERTIES OF CARNEGIE X

AND DECK BEAMa OHANNELS, Z

BARS, ANGLES, TEES, TROUGH

AND CORRUGATED PLATES.

(Pages 99 to iii, inclusive.)

The tables on I-beams are calculated for the minimum weight
to which each pattern can be rolled. The tables for Channels,
Deck Beams and Angles are calculated for the minimum and
maximum weights of the various shapes, while the properties of
Z-bars are given for thicknesses differing by ^^ inch. The above
shapes can all be furnished in any weight intermediate between
the minimum and maximum weights given.

For Tees, each shape can be rolled to one weight only.

Columns 1 1 and 13, in the tables for I and Deck Beams
and Channels, give coefficients by the help of which the
safe, uniformly dbtributed load may be readily and quickly
determined. To do this, it is only necessary to divide the
coefficient given, by the span or distance between supports in
feet. If the weight of the section is intermediate between the
minimum and maximum weights given, add to the coefficient for
the minimum weight, the value given in columns 12 or 14, (for
one pound increase of weight,) multiplied by the number of
pounds the section is heavier than the minimum.

If a section is to be selected, (as will usually be the case,)
intended to carry a certain load, for a length of span already
determined on, it will only be necessary to ascertain the coefficient
which this load and span will require, and refer to the table for
a section having a coefficient of this value. The coefficient is
obtained by multiplying the load, in pounds uniformly distrib-
uted, by the span length in feet.

In case the load is not uniformly distributed, but is concen-

01

THE CARNEGIE STEEL. COMPANY, LIMITED.

trated at the middle of the span, multiply the load by 2 and
then consider it as miiformly distributed. The deflection will
be -]^ths of the deflection for the latter load.

For other cases of loading obtain the bending moment in ft.
Vbs, (the most common cases are given on page 96) ; this multi-
plied by 8 will give the coefficient required.

If the loads are quiescent, the coefficients for a fiber strain of
16,000 lbs. per square inch for steel, may be used; but if moving
loads are to be provided for, the coefficient for 12,500 flt)s. should
be taken. Inasmuch as the effects of impact may be very con-
siderable, (the strains produced in an unyielding, inelastic
material by a load suddenly applied, being double those pro-
duced by the same load in a quiescent state), it will sometimes
be advisable to use still smaller fiber strains than those given in
the tables. In such cases, the coefficients can readily be de-
termined by proportion. Thus, for a fiber strain of 8,000 lbs.
per square inch, the coefficient will equal the coefficient for
16,000 lbs. fiber strain, from the table, divided by 2.

The moments of resistance given in column 9 are used to de-
termine the fiber strain per square inch in a beam, or other shape,
subjected to bending or transverse strains, by simply dividing
the same into the bending moment expressed in inch-pounds.

The table on the properties of Carnegie T-shapes is modeled
after the foregoing, and will, therefore, scarcely require explana-
tion. The horizontal portion of the T is called the flange, and
the vertical portion the stem. In the case of the neutral axis
parallel to the flange, there will be two moments of resistance,
and the smaller is given. The fiber strain calculated firom it
will, therefore, give the larger of the two strains in the extreme
fibers, since these strains are equal to the bending moment
divided by the moment of resistance of the section.

For Carnegie Z-bars, complete tables of moments of inertia,
moments of resistance, radii of gyration and values of the
coefficients (C) are given on pages loi and 102 for thicknesses
varying by 3^ inch. These coefficients may be applied, as ex-
plained above, for cases where the Z-bars are subjected to trians-
verse loading, as, for example, in the case of roof-purlins. A
table of safe loads of Z bars is given on page 77.

QO

For aisles, there will be two moments, of resistance for
each position of the neutral axis, since the distance between
the neutral axis and the extreme fibers has a different value on
one side of the axis &om what it has on the other. The moment
of resistance given in the table is the smaller of these two
values.

The use of the radii of gyration will be explained in con-
nection with the tables on the strength of wrought iron columns.

Colimm 15 in the table of the Properties of Carnegie Chan-
nels, giving the distance of the center of gravity of channel
from the outside of web, b used to obtain the radius of gyration
for colmnns or struts consisting of two channels latticed, as
represented by Figs. 1 1 and 12, page 53, for the case of the neutral
axis passing through the center of the cross section parallel to the
webs of the channels. This radius of gyration is equal to the
distance between the center of gravity of the channel and the
center of the section, u e., n^lecting the moments of inertia of
the channels around their own axes, thereby introducing a slight
error on the side of safety.

These tables have all been prepared with great care. No
approximations have entered into any of the calculations, so
that the figures given may be relied upon as accurate.

EXAMPLES OF APPLICATION OF TABLES.

I. What section of I-beam will be required to cany
40,000 lbs., uniformly distributed, including its own weight, over
a span of 16 feet between supports, allowing a fiber strain of
16,000 ^s. per square inch ?

Answer: The coefficient (C) required =s 40,000 x 16 =
640,000.

From table for 15^^ I — ^41.0 lbs., C =s 603,200 lbs. ; hence

the weight of the section must be increased : 640,000-603,200
^ 7800

=4.7 lbs., i. e, the beam required will be a 15^^ I-beam, 45.7

ibs. per foot.

II. What load, uniformly distributed, will a (y^^ Z-bar carry,
weighing 18.3 lbs. per foot and measuring 12 feet between sup-
ports, with a maximum fiber strain of 12,000 Ht)s ?

THE CARNEGIE STEEL COMPANY, LIMITED.

Answer: From table on page loi, the coefficient (C'') for a
6^''Z-bar, 1 8.3 ibs.,;=7 8,600. Hence the safe load=78,6oo-j-i2
or 6,550 lbs., including weight of Z-bar.

III. A light 4^^^ X 3^^ angle weighing 7.1 fbs. per foot,
spanning 4 feet, is loaded with 1,000 lbs. at center. "What will
be the maximnm fiber strain if the 4.^^ flange is in a vertical
position?

Answer: Bending moment = 12,000 inch-pounds.

From table, moment of resistance = 1.23. Therefore, maxi-

12 000
mum fiber strain = — *- or 9,756 ibs., which is the strain

1.23
furthest from the neutral axis, i, e., at the end of the long flange.

SPECIAL CASES OF LOADING.

I. Beam loaded at a point distant **a" feet fi-om the left
hand and **b" from the right hand support by a single load P.
1 = length of beam between supports = a -}- b.

Pressure or Reaction at left hand support=P — and at

right hand support = P —

Maximum bending moment^ neglecting dead weight of

Pab
beam, occurs at point of application of the load and =

P = (load given in tables, pages 7' to 82 ) X

1
8ab

When a = b = J 1 :

p PI

Reaction = ; maximum bending moment := — and P =

2 4

load given in tables X )4-

II. Beam fixed at one end and unsupported at the other^
1 representing the length of beam firom end to support.

If loaded by a uniformly distributed load W:

Maximum bending moment occurs at support and = — -

2

W = (load given in tables, pages 71 to 82) X X*

If loaded with a single load P at its extremity :

Maximum bending moment occars at support and =P1.

P= (load given in tables) X /^«

Ck/L

THE CARNEGIE STEEL COMPANY, LIMITED.

GENERAL FORMULAE ON THE FLEXURE OF BEAMS

OF ANY CROSS-SECTION.

Let A = area of section, in square inches,

1 =3 length of span, in inches,

W^ load, unifonnily distributed, in lbs.,

M =s bending moment, in inch-pounds,

h =s height of cross-section, out to out, in inches,

n =s distance of center of gravity of section, fi-om top or
from bottom, in inches,

s ^ strain per square inch in extreme fibers of beam, either
top or bottom, in lbs., according as n relates to dis-
tance from top or from bottom of section.

D = maximum deflection, in inches,

I =s moment of inertia of section, neutral axis through
center of gravity.

I^= moment of inertia of section, neutral axis parallel to
above, but not through center of gravity.

d = distance between these neutral axes.

R =s moment of resistance,

r = radius of gyration, in inches,

E = modulus of elasticity, (for wrought iron, assume
27,ooo,ocx3, for steel, 29,000,000.)

I

Then : R =

r=V'

n

M = — il— = sR,
n

Mn M

I R '

s =

In 1

Win Wl

81 8R '

5 WIS for beam supported at both ends and uni-

D =

384 EI formly loaded.

PI* for beam supported at both ends and loaded
48 EI with a single load P at middle.

W18 for beam fixed at one end and unsupported
8 EI at the other and uniformly loaded.

PI* for beam fixed at one end and unsupported

3 EI at other, and loaded with a single load P at
the latter end.

QFt

THE CARNEGIE STEEL COMPANY, LIMITED.

BENDING- MOMENTS AND DEFLECTIONS OP
BEAMS, UNDER VARIOUS SYSTEMS

OF LOADING.

W— total load.
l=length of beam.

I=moment of Inertia.
E=modulus of elasticity.

(1.) Beam fixed at one end and
loaded at the other.

f

Safe load=3^ that given in tables.

Maximum bending moment at point
of support=Wl.

Maximum shear at points of sup-
port=W.

W13
Deflection= -

(2.) Beam fixed at one end and
uniformly loaded.

v\\^

1

Safe load=i^ that given in tables.
Maximum bending moment at point
Wl
of support=-r-

Maximum shear at point of sup-
port==W.

T^ ^ . WI3

Deflection=-T^— •

(3.) Beam supported at both ends,
single load in the middle.

Safe load==^ that given in tables.

Maximum bending moment at middle

Wl
of beam=-T—

Maximum shear at points of sup-
port=KW.

W13
Deflection=^ ..T,- -
48EI

(4.) Beam supported at both ends
and uniformly loaded.

Safe load— that gfiven in tables.

Maximum bending moment at middle

Wl
of beam=-—

Maximum shear at points of sup-

port=i^V.

T^ ^ . W13

jDeflection=

7ti.8i':i

(5.) Beam supported at both ends,
single unsymmetrical load.

O

^— — ^

1

^

12

Safe load=-that given in tablesXg^

Maximum bending moment under

load= — j —

Maximum shears : at support near

Wb ^ , vVa

a— — |— ; at other support=— r-

Max. Deflec.-^5^^^=^ ^a^l=.'0

(6.) Beam supported at both ends,
two symmetrical loads.

H^Q

Q Kv/

ti-a-J

U

. f#

>*;

Safe load— that given in tablesX:"

Maximum bendirg moment between
loads=34Wa.

Maximum shear between load and
nearer suppori=3^W.

Wa
Max. Deflection— -g^(3l2— 4a 2)

r\Ci

THE CARNEGIE STEEL COMPANY, LIMITED.

VALTTES OP MOMENTS OP INEBTIA FOR
CABNEOIE! SHAPES.

Jl

F_^,[b'(d-h)+lt^+4(b'-t')]

Area-A-gb5+ht-(- (b— 1)(-^ J
h— 1
= [b!s-)->^hl'+>-rib— t)'(b+St)]^A

I'^M[3sb' +U=+ii rib*-|4)] -Ax'

SCh+b)
I-VS[bx'+.(d->: =_(b-t)(x-.)']

THE CARNEGIE STEEL. COMPANY, LIMITED.

VALUES OP I (Moment of Inertia), AND R (Moment of
ResistanceX FOR USUAL SECTIONS.

SECTIONS.

a«_

:n

»^-*-

I

jU

n^

-^

bh3

J'=

bh3

J

y_bh3
W

"" 12

W
=0.0491 d*

1 =

bh3-b^h^3

I = 0.0491 (d*-<1^4)

T__b^n3-fbn^3_(|,_b/)a8

e

bh3-2b^h^3

B

bh2

Mm.=:

bh2
■^4

7rd3

0.0982 d«

0.5h

0.0982

da-ri

Mm.=:J-
n

0.5h

X X Denotes position of neutral axis.

THE CARNEGIE STEEL, COMPANY, LIMITED.

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THE CARNEGIE S^E^L. COMPANY, LIMITED.

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THE CARNEGIE STEEL COMPANY, LIMITED.

PROPERTIES OF CARNEGIE TROUGH PLATES.

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1.96

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0.91
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0.90
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PROPERTIES OF OARNBGIB CORRUGATED

PLATES.

a

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0.52
0.57
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0.98
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11 1

THE CARNEGIE STEEL COMPANY, LIMITED.

EXPLANATION OF TABLBS ON
BEAM BOX GIRDERS.

An economical style of box girder, well adapted for short span
lengths, is one composed of a pair of I-beams with top and
bottom flange plates. Such girders are commonly used for sup-
porting interior walls in buildings. The tables are prepared to,
conform with standard sizes of Carnegie I-beams.

The values given in the tables are founded upon the moments
of inertia of the various sections. Deductions were made for the
rivet holes in both flanges. The maximum strain in extreme
fibers was limited to 13,000 Ifos. per square inch, while in the
tables on rolled steel beams a fiber strain of 16,000 lbs. was used.
This reduction was made in order to amply compensate for the
deterioration of the metal around the rivet holes from pimching.

Box girders should not be used in damp or exposed places,
since the interior surfaces do not readily admit of repainting.

EXAMPLE.

A ly^ brick wall, 15 feet high, is to be built over an
opening of 24 feet. What will be the section of the girder
required ?

Answer : — Assuming 25 feet as the distance, center to center
of bearings, the weight of the wall will be 25X i5X I2i.=45,375
lbs., or 22.68 tons.

On page 114 we find that a girder composed of two 12^^
beams, each weighing 32.0 lbs. per foot, and two I4^^X
yi^^ flange plates will carry safely, for a span of 25 feet, a
uniformly distributed load of 23.23 tons, including its own
weight. Deducting the latter, 1.42 tons, given in the next
column, we find 21.81 tons for the value of the safe net load,
which is 1.07 tons less than required. From the following
column we find that by increasing the thickness of the flange
plates ^^^ we may add 1.52 tons to the allowable load. This
will more than cover the difference. Hence the required section
will be two 12^'' beams 32.0 lbs. per foot, and two 14''^ X A^'
cover plates

1 1 o

THE CARNEGIE STEEL COMPANY, LIMITED.

BEAM BOX OIBDBBS.

•AFC LOAD* IN TONB, UnrFOHMLY DIBTNIBUTED.

8-iO" I B«ams awl 2 Plato 1S"X Ji"

e based on maiLimuni fiber slraios of 13,00.
I. ; x«" ""^^ holes in both flanges deducted. Weights
respond to lengths, center to center of beorings.

THE CARNEGIE STEEL COMPANY, LIMITED.

BEAM BOX OIRDEBS.

SAFE LOADS IN TONS. UNtFORMLY DtSTRIBUTED.

2-12" I Bmjds and 2 Flat«s W'X'A"

1

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Above values are based od manimum fiber stmns of 13,000

lbs. per sq. in.; +)" mel holes in both fiaQges deducted. Weighti

ofgir

derscorre

pond.0

le

ngths

center to

enter of bearings.

THE CARNEGIE STEEL COMPANY, LIMITED.

BBAM BOX OIEU^EBS.
•AFC LOADS IN TONS, unipohmlv oistributcd.

2-16" I Btarns ud 8 titles 14"XH"

eM-

^tyi I

!i

iii'

I 1^1

S8

i

30. OO
20. St
28.47

Above values ate based on
peraq. in.; ||" rivet holes in bolh flaa

< 41.04

I 39.85

: 37 68

' se.is

1 34.73

> 33.44

: 32.25 I

I 31.13 :

:r strains of I3,aD0
3 deducted. Weights
enler of bearings

THE CARNEGIE STEEL COMPANY, LIMITED.

BEAM BOX QIBDBBS.

lAFC LOADS IN TONS, UNIFORMLV DISTRIBUTED.

B-EO" I Bmjm sod a Platte 16"x J<

'

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Above vttlnes are based on maximnin fiber strams of 13,000
Iba.per sq. in.; |J"rivci holes in boili flanges deducted. Weights
«f girders correspond to lengths, center to center of bearings.

THE CARNEGIE STEEL COMPANY, LIMITED.

BEA^U BOX amDBR.

•Arc LOADS IN TONS, UNIFORMLY OltTniBUTEO.

8-M" I B«um ud 8 Phtas 1B"XH"

1

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6-

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1

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ea. 6

60. s

III

8ie

B9. e

58. 1

8:17

46

B6. 3

'78

B.9B

ased on maximum fiber strains of 13,000
et holes in bolh flanges deducted. Weights
o lengths, center to center of beaiingB.

THE CARNEGIE STEEL COMPANY, LIMITED.

BXPI.ANATION OF TABLES ON RIVBTBD

PLATE GIRDERS.

Riveted girders are used in cases where rolled beams are in-
sufHcient to carry the load. On page 57 of the lithograph plates
will be found illustrations of various forms of riveted girders.
The sections with single webs are more economical than those
with double webs box girders, but the latter are stiffer laterally,
and should always be used where great length of span
requires a wide-top flange. If the girder b not held in posi-
tion sideways, the proportion of length of span to width of flange
should not exceed twenty, without making provision for such
increase by an addition of metal in the compression flange
beyond that required by the table.

The web of the girder must be made of such thickness that
there will be no tendency to buckle, and that the vertical shear-
ing strain per square inch will not exceed lO^OOO pounds. This
shearing stress is greatest near the supports and is obtained by
dividing half the load upon the girder (provided the load is
symmetrically applied) by the web section. The first condition
(security against buckling) is attained when this shearing strain

11000
does not exceed ^ j_ d^ i n which d represents the

8000 ta
depth of web in clear of flange of girder, and t the thickness of
one web plate in inches. Ordinarily this formula gives a lower
strain per square inch than 10,000 pounds, so that both condi-
tions are usually attained when the first is. Instead of increas-
ing the thickness of the web, it may be stiflened by means
of vertical angles riveted to it at proper intervals. These
latter should always be less than the depth of the girder, at
least near the ends, but toward the middle of the girder the
stifleners may be placed fiulher apart or entirely omitted. Stiff"-
eners should always be used at or near the supports, and at any-
other point where there is a concentration of heavy loads. The
duty of these stifleners in such cases is twofold : first, to prevent
buckling of the web; second, to transmit the shear to the web
by means of the abutting areas and the rivets, both of which must
be suflicient for the purpose.

The rivets generally should be %^^ and the spacing in
flanges ought not to exceed six inches, and should be closer for
heavy flanges ; but in all cases it should be close at the ends,
say three inches for a distance equal to the depth of the girder.
Where loads are great, especial calculation for rivet spacing
should be made, allowmg 9,000 pounds per square inch for
shearing and 18,000 pounds per square inch for bearing.

The unsupported width of flange plates, subjected to compres-

THE CARNEGIE STEEL COMPANY, LIMITED.

sion, should not exceed 82 times their thickness, nor should the
flange plates extend beyond the outer line of rivets more than five
inches nor more than eight times theic thickness.

The term ** flange," as applied to the riveted girders, embraces
all the metal in top or bottom of girder exclusive of web plate;
or, in the case of a rolled beam or channel with top and bottom
plates, all the metal exclusive of that part of the web between
fillets.

Girders intended to carry plastering should be limited in depth
from out to out to ^ of the span length {^^^ per foot); other-
wise the deflection is liable to cause the plastering to crack.

The following pages, Nos. 180 to 123, inclusive, furnish a
ready means for determining the sections of plate or box girders
necessary to carry specified loads for spans varying fix>m 20 to 40
feet, center to center of bearings.

The ** Safe Loads " are given for the sections shown, and in
columns headed " Increase in Safe Load " is given the increase
in safe load for each ^^^ increase in thickness of flange plates.
The flange plates may De altered in width and thickness, pro-
vided the section remains the same as that required in the table
and the conditions in regard to unsupported width be fulfilled.

EXAMPLE OF APPLICATION OF TABLE.

A 30''^ box girder is to carry a load of 80 tons over a clear
span of 80 feet. What section of girder is required ? The span
from center to center of bearings we will assume to be 31 feet.

In the table, page 122, the safe load for this span and for the
girder shown is foimd to be 62.96 tons including weight of girder,
which latter, according to the table, may be assumed at about
8.5 tons. The total load to be carried is, therefore, 83.5 tons.
The increase in safe load for ^^^ increase in thickness of flange
plate given in the table is 3.70 tons. The thickness of the flange
plate is then obtained as follows: 83.6 tons— 62.96 tons=20.54
tons. ThisH-8.70 tons is very nearly 6. Each flange plate,
therefore, must be increased by ^^^, making a total thickness of
flange plate of %^^.

The section of 'the girder is then composed of two 30^^ XH"
web plates, two 16'''X^^' flange plates (which could be made
18'''' XH'''' or W^X%^^, etc.— see previous note), and four
83^^^X3M^^XV^ flange angles. The shear in one web is

o QA^ or 2786 pounds per square inch, which is also safe
2x2x30XH

liOOO

against buckling, since it is less than 4 j d^ which, in

8000 1>
this case, is 6,000 pounds.

119

THE CARNEGIE

STEEL

COMPANY,

LIMITED.

PLATE aiBDHRS.

SAFE LOADS IN TONS, UNI

FONMLV 0<Sn

msUTco.

t

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1

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tii

1

3 .

1

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11

i

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81.18

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91.71

1.70

4,40

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21

77.82

1.69

3.80

05

87.34

1.77

4,20

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73.80

1.76

3.63

06

83.37

1.84

400

,06

23

70.60

1.86

3,47

06

79.74

1.95

8.83

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24

67.66

1.93

8,32

06

76.42

202

3,87

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25

64.95

2.01

3,19

06

73.36

2.09

3,62

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26

63.45

2.07

3,07

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70.54

2.17

8,39

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27

60.14

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67,93

3.34

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28

57.99

2.21

2.85

07

65.60

2.31

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29

55,99

2.31

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07

63.35

3.42

3,03

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80

64.12

2.38

2,66

08

61.14

249

3,94

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31

52.38

2.45

257

08

69.18

2.58

2.85

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32

50.74

2.52

2.60

08

67.33

3.64

3.75

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83

49.20

2.69

2,42

08

65,58

271

3,67

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34

47.76

2.66

234

09

63,94

2.78

259

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35

46.39

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52,40 I a.85

262

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36

46.10

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60,95 i 3.98

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37

43.88

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49.57 3.03

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38

48.73

297

aio

10

48.27 3.11

231

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39

41.63

8.04

2.05

10

47.03 3.13

2,35

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40

40.69

3.11

2.00

10

46.85 3.25

2.21

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The above values are f

unded

n the moment

of inertia of the

sections using a maximum

fiber stra

n of 13,000 lb

. per square inch

ii" rivet holes in both

educled. W

eights of girders

correspond to lengths, cen

and include rive

heads, slifTeners and fillers

THK CARNEGIE STEEL COMPANY, LIMITED.

PLATE OIRDBBS.

SAFE LOAD* tN TONS, UNIFORMLY DISTHIBUTED.

1

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8H74

447

3,94

.10

hKm

2,i)K

2.75

IIH

87.17

4,59

ham

SOU

a66

ra

84.74 i 4.76

3.73

.11

IW

.11

««

MHK

H?4

2.68

10

WLVH

4.9H

3.53

.11

HI

&g.59

»»1

S.47

HI

78?,!

6.11

a43

.12

40

51 .BB

3.8tf

3.40

.10

76,27

5.28

8.36

.12

The above values are founded on Ibe moments of inertia of (tic
sections using a maximum fiber strain of 13,000 lbs. per square inch :
■}f " rivet holes in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivei
heads, siiffeners and fillers.

THE CAKNEGIE STEEL COMPANY, LIMITED.

BOX atBSXBRS.

I I^ADS IN TONS, UNIPORMLV DISTRIBUTKD.

1

lit

1*
1 1^

t

II

h

1
1

1

M

|i

1

m
m

1

u

m

80

97,69

8.13

6.78

.07

180.8

8.44

7,96

.09

21

98.94

2.23

6.46

.0?

124.0

iM

7,58

.09

82

88.72

2.88

6.80

.08

118.3

2.66

7,22

.09

33

84.86

8.46

4.98

.08

113.2

2.80

a90

.10

U

81.32

8,64

4.78

,08

108.6

2.91

6.(3

.10

SG

78.07

8,64

4,69

.09

104.1

3.03

6.85

.11

S6

75,07

2.74

4,41

.09

100,1

8.14

6.12

87

72.29

8,83

4,85

,09

96.4

8.26

6.89

69.70

8,93

4,10

.10

98,0

8.36

6.67

29

67.30

8,06

3.96

.10

89.8

8.60

6.48

80

66.06

8.16

3,82

.10

86.8

8.61

5.89

81

62.96

3.26

8.70

.11

34.0

8,72

6.13

82

61.00

8.36

3,68

Jl

81.4

3.83

4.97

S3

69.14

8.60

8,48

.11

7&9

3.96

4.82

34

67,40

S.64

3,83

.12

76.6

4.06

4.67

36

66.76

3.64

3,28

.18

74.4

4.17

4.63

3S

64.28

8.76

8,18

.18

72.3

4.3t

4.4t

87

68.76

8.86

3,09

.13

70.4

4.41

4.30

61.86

8.96

ao3

.18

68.5

4.63

4.18

89

60.04

4.05

8.94

.13

66.7

4.66

4.07

40

4&80

4.16

2.86

.14

65.1

4.76

i97

the moments of inertia of Ihe
of 13,000 lbs. per square inch;
^" rivet holes in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivet
heads, sUffenera and fillen.

THE CAKNEQIB STEEL COMPANY, LIMITED

BOX GIBDERa

8AFC LOADS IN TONS, UNIFORMLT DISTRISUTCD.

3 J -^

w

W

i i .

r. f s^

M

ii

164.3

i4ao

143,4

105.7
103.8
100.0

The above values are founded on the moments of inertLa of (he
ctions usin^ a muxiinum liber strain of 13,000 lbs. per square inch;
!" rivet holes in both flanges deducted. Weights of girders
irrespond lo lengths, center lo center of bearings and include rivet
;ads, sdffeners and fillers.

THE CARNEGIE STEEL COMPANY, LIMITED.

I-BBAMS AS USED IN FOUNDATIONS.

In designing the foundations of walls and piers of buildings,
when they rest upon a yielding stratum, proper provision must
be made for the uniform distribution of the weight. In case the
walls are of different thicknesses and heights, the widths of the
foimdations must be proportioned according to the different loads
resulting therefrom, so that the bearing per unit of ground-area
will be equal and a uniform settlement of the completed struct-
ure is ensured.

The introduction of timber beams as a means of obtaining
wider bearing surfaces at the base, is a practice to be strongly
condemned, unless the wood is in a position to remain contin-
ually moist. Where this is not the case, the timber will soon rot
away, thereby giving rise to an unequal settlement of the walls,
which is very injiuious, if not destructive, to the masonry.

Rails, imbedded in concrete, are not open to this objection.
They offer, however, comparatively little resistance to deflection,
and for this reason, if allowed to project beyond the masonry to
any considerable length, the concrete filling is liable to crack,
and thus the strength of the foundation becomes impaired.

I-beams, more recently used for this purpose, are found to be
superior in every respect. A greater depth can be adopted, the
deflection thus reduced to a minimum and a sufficient saving
effected to more than compensate for their additional cost per
pound.

The foundation should be prepared (see illustration p. 126) by
first la3dng a bed of concrete to a depth of from 4 to 12 inches and
then placing upon this a row of I-beams at right angles to the
face of the wall. In the case of heavy piers, the beams may be
crossed in two directions. Their distances apart, from center to
center, may vary from 9 to 24 inches according to circumstances,
i. e.y length of their projection beyond the masonry, thickness of
concrete, estimated pressure per square foot, etc. They should
be placed at least far enough apart to permit the introduction of
the concrete filling and its proper tamping between the beams.
Unless the concrete is of unusual thickness, it will not be advisa-
ble to exceed 2<y''' spacing, since otherwise the concrete may not
be of sufficient strength to properly transmit the npward pressure
to the beams. The most useful application of this method of
founding, is in localities where a thin and comparatively compact
stratum overlies another of a more yielding nature. By using
I-beams in such cases, the requisite spread at the base may be
obtained without either penetrating the firm upper stratum or
carrying the footing-courses to such a height as to encroach un-
duly upon the basement-room.

THE CARNEGIE STEEL COMPANY, LIMITED.

METHOD OF CALCULATION.

Let L^Weight of wall per lineal foot, in tons.

and b — As sumed bearing capacity of ground, per square
foot, (usually from I to 3 tons.)

Then ^=W=Required width of foundation, in feet.

w=Width of lowest coiu-se of footing-stones.
p:sPkx>jection of beams beyond masonry, in feet.
s:sSpacing of beams center to center, in feet.

Evidently the size of beams required will depend upon their
strength as cantilevers of a lengUi ** p," sustaining the upward
reaction, which may be regarded as a uniformly distributed load.

Thus p bssuniformly distributed load (in tons) on canti-
levers, per lineal foot of wall,

and p b s=:uniform load in tons, on each beam.

The table on the following page gives the safe lengths "p "
for the various sizes and weights of beams, for s=i foot and
" b" ranging from I to 5 tons per square foot. For other values
of "s" say 1$^^, i.e., i%\ the table may be used by simply
considering "b" increased in the same ratio as "s*' (see
example below). As regards the weight of beams, it is advan-
tageous to assign to " s " as great a value as is warranted by the
other considerations which obtain.

EXAMPLE SHOWING APPLICATION OF TABLE.

The weight of a brick wall, together with the load it must
support, is 40 tons per lineal foot. The width of the lowest
footing-course of masonry is 6 feet. Allowing a pressure of 2
tons per square foot on the foundation, what size and length of
I-beams 18^^ center to center will be required?

Answer : L — 40 b=:2 w=6 s=si ^ .

Therefore W=5s40-f-2^20 feet, the required length of beams.
The projection " p"=>i (20^)=7 feet

In order to apply the table (calculated for sassi^), we must
consider " b" increased in the same ratio as "5," i. e.y bssax
iX=3 tons.

In the column for 3 tons, we find the length 7 feet to agree
with 20^^ I-beams 64.0 lbs. per foot.

1Q.R

THE CARNEGIE STEEL COMPANT,

TiBLE amSH 8AIE LENQTHS OF PROnOTlONS " p "
ILLTISmATION,) FOR " b "=1 FOOT AM VALII!
RMODIO FROM 1 TO 5 TOHS,

THE CARNEGIE STEEL COMPANY, LIMITED.

COLUMNS IN FIRB-PROOF BUILDINaS.

The subject of fire-proof construction is steadily growing in
importance. The need of fire-proof buildings in the business
centers of our great cities has been well demonstrated, and their
superiority has become so generally recognized, that at present
but few structures of any size or importance are designed which
are not more or less of this tjrpe. This change has been facili-
tated in no small measure by a number of signal improvements
made of late in the art of fire-proof construction, ensuring not
only a higher degree of efficiency, but a considerable reduction in
cost, compared with methods formerly practiced.

The old style of solid brick arch, once so prevalent in floor-
construction, has been almost wholly supplanted by the more
modem forms of hollow tile and terra cotta arches. The im-
portant advantages of the latter have been already pointed out in
these pages. Roofs, ceilings and partition walls are now also
largely constructed of these light refractory materials.

The substitution of steel for iron in beams may be cited as a
more recent though hardly less radical improvement in this
direction, and, simultaneously, the introduction by this firm of
new patterns for its steel beams. These patterns are of more
convenient shape and much more economical of material than
the old forms.

Another change which is gradually taking place is the substi-
tution of steel for cast iron in the composition of columns. Cast
iron is a material, so uncertain in character, that its use has long
since been abandoned in bridge construction. In buildings the
loads are generally quiescent, and the liability to sudden shocks is
more remote than in bridges; yet, on the other hand, the
columns seldom receive their loads as favorably as in bridges;
in most cases there exists considerable eccentricity, that is,
the loads on one side of the column are heavier than those
on the other side, and the bending strains arising therefrom in-
crease the strains from direct compression materially.

The following are some of the contingencies which may arise

127

THE CARNEGIE STEEL COMPANY, LIMITED.

in the manufacture of castings, and which preclude anything
approaching uniformity in the product.

In the case of hollow cast iron columns, while the metal is yet
in a molten state, the buoyancy of the central core tends to cause
it to rise, thereby reducing the thickness of the metal above and
.increasing the same below. When columns are of such a length
as to make it necessary to pour the metal into the mould from
both ends, it sometimes occurs that the iron becomes too much
chilled on the surface to properly mix and unite, thus creating
a weak seam at the very point where the greatest strength will be
needed. The presence of confined air, producing " blow holes"
and ** honey-comb," and the collection of impurities at the bottom
of the mould may be further mentioned as frequent sources of
weakness in cast iron.

The most critical condition, however, is that due to the unequal
contraction of the metal during the process of cooling, thereby
giving rise to initial strains, at times of sufficient force to produce
rupture in the column or in its lugs on the slightest provocation.
In many cases, the trouble can be ascribed to faulty designing or
carelessness in the execution of the work, yet even under favor-
able conditions, it is so difficult to secure equal radiation from the
moulds in all directions that castings, entirely exempt from in-
herent shrinkage strains, are probably seldom produced.

As a protection against these contingencies, resort must be had
either to the crude and uncertain expedient of a high safety
factor, not less than eight or ten, or a material, such as rolled
steel, must be adopted, of a more uniform and reliable character
than cast iron.

Steel columns fail either by deflecting bodily out of a
straight line, or by the buckling of the metal between rivets
or other points of support. Both actions may take place at the
same time, but if the latter occurs alone, it may be an indication
that the rivet spacing or the thickness of the metal is insufficient.

The rule has been deduced from actual experiments upon
wrought iron columns, that the distance between centers of rivets
should not exceed, in the line of strain sixteen times the thick-
ness of metal of the parts joined, and that the distance between

1 OQ

THE CARNEGIE STEEL. COMPANY, LIMITED.

rivets or other points of support, at right aogles to the line of
strain, should not exceed thirty-two times the thickness of the
metal.

On page 58 sections are shown of some of the most common
forms of built columns. Figs. 6, 13» 15 and 16, belong to
the type known as Closed Columns. As it is impracticable to
repaint the inner sur&ces of such columns, they should prefer-
ably be used only for interior wca*k, where tiie changes in
temperature are not considerable, and the air is comparatively
dry. In places exposed to the extremes of temperature and
unprotected from the rain, the paint on the inner surface of the
colmnn will, sooner or later, cease to be a protection, corrosion
will set in, and, once begun, will continue as long as there is
unoxidized metal left in the column.

The remaining figures on the same page represent types of
columns with open sections, which readily admit of repainting,
and are therefore suitable for out-door work.

Of these. Fig. 14, known as Z-bar column, is believed to offer
advantages superior to those of any other steel or wrought iron
column in the market.

Its claims for superiority are based mainly on the following
qualities :

ist. Economy of Manufacture. — Only two rows of rivets
are required, while four or more are used for any other colunm
of an equal sectional area.

2d. High Ultimate Resistance to Compression. — For
discussion on this point see pages 131 to 133, inclusive.

jd. Great Adaptability for Effecting Connections

WITH I-BEAMS, AND REDUCING ECCENTRICITY OF LOADING. —

When used in buildings, for supporting single floor beams or
double beam girders, these qualities are of the greatest impor-
tance. Complete details of these connections are shown on pages
55 and 56.

4th. Favorable Form for Inspection and Repainting. —
This is a very desirable feature when used for out-door work.
In buildings, as a rule, the columns are permanently encased in
afire-proofing composition.

1 OQ

THE CARNEGIE STEEL COMPANY, LIMITED.

When unusually heavy loads must be proyided for, as in the
case of columns for the lower stories of very high buildings, the
standard sections of Z-bar columns may be reinforced to the
required strength by using either a double central web plate or
by the addition of outside cover plates, or, if need be, both,
forming thus a closed or box column. Standard cast bases are
shown in Figs. 4, 5 and % and standard built bases in Figs. 7
and 8, page 54.

The standard connections for double I-beam girders and single
floor beams to Z-bar columns, detailed on pages 55 and 56, were
designed to fairly cover the range of ordinary practice. When
the maximum loads, in tons^ indicated for each case, are ex-
ceeded, the connections may be correspondingly strengthened by
simply using longer vertical angles for the brackets and increas-
ing the number of rivets. In proportioning these connections,
the shearing strain on rivets was assumed of a maximum intensity
of 10,000 lbs. per square inch.

On page 54, Figs. 1, 2 and 3, are shown different forms of fire-
proofing for Z-bar columns, giving the latter a cylindrical or a
prismatic finish with roimded comers, as may be preferred. The
air space between the tiling and the metal adds to the protection
of the latter in the event of fire. The recesses in the columns
may be used to good advantage in buildings for conducting water
and gas pipes, electric wires, etc.

Complete tables of dimensions and safe loads in tons for
standard Z-bar columns of diflferent lengths are given on pages
135 to 148, inclusive.

1 fsrk

THE CARNEGIE STEEL COMPANY, LIMITED.

The weights included in the headings of the tables refer to the
weight per foot of the entire section, exclusive of rivet heads.
When ^^' rivets are used about % ib. for each rivet should be
added to obtain the gross weight.

The table on the "Ultimate Strength of Wrought Iron Col-
umns" gives the strain per square inch of section at which
columns will fail, for various proportions of length, in feet, to
least radius of gyration, in inches. This table should be used
for columns and struts which are not cylindrical.

If the colunm or strut b a single rolled beam, channel or other
shape, the radius of gyration will be found in the foregoing tables
on the " Properties of Carnegie Shapes."

If the column is composed of two channels latticed, the chan-
neb are usually placed far enough apart so that the column will
be weakest in the direction of the web, i. e., with neutral axis at
right angles to the web, for which case the radius of gyration of
the column is the same as that of the single channel. But if the
radius of gyration is wanted for the neutral axb through the center
of section parallel with web, it can readily be found, as the dis-
tance between the center of gravity of channel and center of
section may be found with the aid of column 15 in table on the
** Properties of Carnegie Channel Bars."

If two channels are connected by means of two plates, instead
of lattice bars, as shown by Fig. 11 on page 58, it b necessary to
obtain first the moment of inertia of the section whence the radius
of gyration is found as the square root of the quotient of the
moment of inertia divided by the area of the section. This
moment of inertia, for a neutral axis, through center of section
perpendicular to the plates, is equal to the cube of the width of
the plate, multiplied by ^ of the thickness of the two plates
added, plus the combined area of the two channels multiplied by
the square of the dbtance from their centers of gravity to the
neutral axb. For a neutral axis in a direction parallel to the
plates, it is equal to the moments of inertia of the channeb as
found in the tables increased by the area of the two plates multi-
plied by the square of the distance between the center of the
plate and the center of the section.

A common form of colamn or strut, to be recommended for
comparatively light loads b that formed simply of two angles
back to back or four angles united either with a single course of
lattice bars or a central web plate, as in Fig. 1, page 53.

The radii of gyration for such struts are tabulated on pages
150, 151 and 152. They are given for the neutral axis parallel
to either flange and for all sizes of Carnegie Angle Bars. In
cases where four angles are used, the two pairs should be spaced

1 oo

THE CARNEGIE STEEL COMPANY, LIMITED.

far enough apart to make the column weakest about a neutral
axis parallel to the central web or latticing. The radius of gyra-
tion will then be the same as that given in the tables for a single
pair of angles, since the moment of inertia of the web plate about
such an axis is so small that it may be disregarded entirely.

The table on " Ultimate Strength of Hollow Cast Iron Col-
umns " and that on '* Safe Loads on Hollow Cylindrical Cast Iron
Columns" was computed by Gordon's formula and covers a range
of lengths that will seldom be exceeded in practice.

A column is sqtmre bearing when it has square ends which
butt against or are firmly connected with an immovable surface,
such as the floor of a building; it is pin and square bearing
when one end only is square bearing and the other presses
against a close-fitting pin, and it i&pin bearing when both ends
are thus pin-jointed, with the axis of the pins in parallel direc-
tions (for example, the posts in pin-connectod bridges).

EXAMPLES OF APPLICATION OF TABLES.

I. What size of Z-bar column 26 feet long, with square bear-
ing ends, will be required to carry a load of 300 tons, using a
safety factor of 4 ?

From the tables on steel Z-bar columns, it will be seen that
for the length given, a 12^^ column weighing 118.6 lbs. per foot
will carry safely a load of 209.1 tons or 6.6 tons in excess of
that required.

II. A strut 16 feet long, to be fixed rigidly at both ends, is
needed for supporting a load of 80,000 lbs. It is to be composed
of two pairs of angles, united with a single line of 14^^ lattice
bars along the central plane. What weight of angles will be re-
quired with a safety factor of 5 ?

Answer: We will assume 4 — 8^^X4^^ angles and determine
the thickness of metal required. The angles must be spread l^^^
in order to admit the latticing. From the table on page 152, we
find the radius of gyration of a pair of V^y^k*^%^^'' angles
with the V legs parallel and yi^^ apart to be 1.9r''. Hence

1 Aa

the value of -=— j-^r^S. 1, for which the ultimate strength, as
r 1.97

the table on page 149=81,680 lbs.

The allowable strain per square inch with a safety factor of 5
will therefore be 31,680-^5=6,340 lbs., and tbe area of the re-
quired cross-section 80,000-r-6,340=12.62 square inches, or
8.16 square inches for each angle. Hence the weight per foot
of each angle will be 3.16^0.3-10 5 lbs. This weight will be
found to agree with a thickness of % inch for a 4^^X3^^ angle.

1 O/l

THE CARNEGIE STEEL COMPANY, LIMITED.

SAFB LOADS IN TONS OF 2,000 LBS.

SQUARE ENDS.

Allowed strains per square inch; J 12,000 lb8.,fi)r lengths of90 radii or under
safety factor 4: \ 17,100-571, for lengths over 90 radii.

e'^ Z-BAB OOLUMNa

Soetion : 4 Z-Bus S'' deep and 1 ¥eb Plata ^^XtUckness of Z-Ban.

Lenrtk

Golunm,
in

12 )
and nnder \
14
16
18
20

22
24
26
28
80

* •m^ CD

S -So

65.0

65.7
62.8
48.8
46.4

42.0
38.6
86.2
31.7
28.8

70.8

70.3
66.6
62.3
68.1

58.0
40.7
46.6
41.8
87.1

* H 5

m I'l

81.6

81.6
76.6
71.7
66.7

61.8
66.0
61.0
47.
42.0

31 Si

06.8

05.8
01.8
85.6
70.0

74.8
68.6
68.0
67.8

61.7

sis

105.7

105.7
00.0
03.6
87.2

80.0
74.6
68.2
61.0
55.6

1

•=1

110.8

110.8
114.8
107.8
100.8

08.8
86.8
70.8
72.8
66.8

B^' Z-BAR COLUMNS.

Section : 4 ^Bars 4'' deep and 1 Web Plate C>^''Xtluckness of Z-6ars.

l3n?th

Colomn,

in

Foot.

!

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MM •«-• f^

13 »^ JL

Si I

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to •

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and V
under j
20

22
24
26
28
80

82
84
86
88
40

67.6

65.0

61.9
68.8
55.7
52.6
49.4

46.8
43.2
40.1
37.
83.9

84.8

82.5

78.7
74.8
71.0
67.1
63.8

69.5
55.6
51.8
48.0
44.1

t~'

102.4

100.5

95.9
91.3
86.8
82.3

77.7

73.2

68.7
64.1
69.6
65.0

114.2

110.5

106.3

100.1

94.8

89.6

84.4

79.2
74.0
68.7
63.6
68.8

131.2

128.2

122.4
116.5
110.6
104.7
98.8

93.0
87.1
81.2
76.3
69.6

148.5

146.4

189.9
133.4
126.9
120.3
118.8

107.3

100.8

94.3

87.8

81.8

167.5

163.8

146.2
139.1
182.0
124.8
117.7

110.6

103.5

96.4

89.4

82.2

174.3

171.8

163.5
165.8
148.1
140.4
182.

191.2

189.6

181.8
178.0
164.7
166.4
.2

7148

126.0
117.8
109.6
101.9
94.2

189.0
181.6
1288
115.0
106.7

l.*^.^

THE CAKNEGIE STEEL COMPANY, LlMtTBD.

Z-BAR COLUMN DIMBNSIOITS.

6" COLXJMNS.
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I'HK CAKNBGIB STEEL COMPANY,

illowedBtrungpariqimtiiicluf 12,000 lbs., forla)gthaciI90ndiiorimd«r.

8>ftty hntor * : |_ 17,10l>-677' for Irngto ma 90 ra dii.

10" Z-BAR COLUMNS.

Gtg^on: 1 E-Bui 6" dHp ud 1 Ttb :

mm

511

J ia-3 836-71
lilO.6 aS8-4 I

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THE CARNECilB STEEL COMPANY, LIMITED.

Z-BAB OOLUUK DIMEINSIONS.

lO" COLUMNS.

4Z-B»ra5-6j^"deep.

i W.b Plate 7"xihicknB»rfZ-Ban.

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THE CARNEGIE STEEL COMPANT, LIMITED.

SAFB IiOAXtS IK TONS OF 3,000 LBS.
Z-BA.R COI.UBS1VS.

»QUARE ewD».

Allowed strains p«r sqnan iuchi f 12,0001bB.,lbrl«iiglhs(if90riuliiorimd»'.
saft^ ftwtor 4: \ 17,100-677, fcrlanglhaoTW 90 raJii

" 14" Z-BAB OOLTJMirS.

14" Z-BAB COLUMNa

THE CARNEGIE STEEL COMPANY, LIMITED,

Z-BAR 0OLT7MN DIME1N8ION&

14" COLmiNS.

1 Web Plata 8"xti"

Sid* Plates H" wid..

A

B

c

D

H

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l«i'=

e

to?^

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7?;

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10?^

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m

lOj* .

14" COLUMNS.

4ZBars6"x?i".

THE CABNBGIB STEBl. COMPANY. LIMITED,

SAFH LOADS IN TOHS OP 2,000 LBS.

AllDw«ii strains pec sqa&re inch; J lS,D001bs.,lbrlsiigiligfrf90radiiarDDd«r-
siMjbdorl: | IZ.iDO-E?-^, fin leo^orerMndii.

14" Z-BAR COLUMNS.

14" Z-BAR COLUMNS.

THE CARNEGIE STEEL COMPANY, LIMITED.

Z-BAB OOLI7MN DIMENSIONa

/

'*e^ -D-'-—ii^

jCX

P^IT-

^^

f^ ~f -

14" COLX7MNS.

1 Web Plate 8^^ Xir^
2 Side Plates W wide.

Thiokiuss

of

A

B

c

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£de PUtes.

%

19A

6H

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f.

19%

m

1-1

lOX

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7,^

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14" COLUMNS.

4Z-Bar8 6H^^X%^^
1 Web Plate 8^^ x;^'
2 Side Plates W^ wide.

://

If

Thiokness

of
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%

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m

I'A

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^Vi

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lox

1 /lO

THE CARNEGIE STEEL COMPANY,

BAFTi LOADS IN TONS OF 2.000 LBS.
Z-BAJl COX.XTBS1TS.

SQUARE ENDS.

Allowed stninspar aqnara inch; | lS,D001bs.,fln'liDgth3i}f90radiiorQadw.
Baftt;bdor4: j 17,100-674, for lim^ over 90 radii.

16" Z-BAR OOIiUMNS.

1 Z-Bin G<^X%"- ITebnitoirxl". 2 Hit Flitn ir nlk

I
I

18" Z-BAB OOLUMNS.

lM»naH"XM"- I Wsb K«< 1!" XI". i Sii flml. W »ii,.

THE CARNEGIE STEEL COMPANY, LIMITED.

S-BAB OOLUMN DIUHNSIOHa

16" COLUMNS.

4Z-Bm6vs"XX".
1 ¥A H»te 10"xl".
S Sid* Plato W vid«.

/^

^-2"|»'-^'l^ j...^.

^

S2

E3

18" COLUMNS,

<Z-Bare^"XV.
1 WebH»tel2"Xl".
2 Sa» PUlM 18" wide.

STEEL COMPANY, LIMITED.

SATE IX>AX>S IN TONS OF SAOO I£S.
Z-BAR COIaTTaCHBL

SQUARE ENDS.

Ikwed ftntiiu par ^a^r» inch; ( 12,000 Ibi., t>r lugtb oCW radii or aiid«r.
i&ftt; botai 4: \ 17,100-57 y, for langtiu over 90 radii.

30'^ Z-BAB OOLUMNS.

20" z-bah columns.

THE CARNEGIE STEEL COMPANY, LIMITED.

Z-BAR COLUMN DIMENSIONS.

.*■.

\I7

^^

^i

m

W^

^.

X

n

Ki

'^IT-

20" COLUMNS.

4 Z-Bara, ^yi'^XV/'.

1 Web Plate, 14^^X1 ^^

Side Plates 20'^ wide.

jjKyi,

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Metaion

ItflhSida.

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B

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SidePktit.

^

26

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Two.

a

26A

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Four.

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26A

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16V

"

THE CAENEGIE STEEL COMPANY, LIMITED.

SAFB LOADS IN TONS OF 2,000 LBB.
Z-BAR COXiXTBOHS.

SauARE ENDS.

Ilowed Etrains per sqium iieb, f 12,000 Ibi., fci Ingitiaof 90 ralii or under,
saSOj tctor 4: ' i 17,10ft-67y, Ibr laugthi oyer 90 radii.

20" Z-BAB OOLUMNS.

4 !-Bui t>£"XJ^". ■ TtH f lif 14''X1". 6 Sidt Plila 20" w

aO" Z-BAB COLUMMS.

4I-Binl)^"Xj^". lTrtPli«U"Xl". 9 Sidi PI«Ui W ^dt.

THE CARNEGIE STEEL COMPANY, LIMITED.

Z-BAB OOLUMN DIMENSIONa

J ■ I » ' 1 > I ' l l i-.^^

/*

t

+-! — ^-

xy

+

\. ^x^

jOI

^^\t7

^Or $

t—^ ~*

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^ZT-

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• •V««9 • «•

20" CX>LUMNS.

1 Web Plate, 14^^ Xl^^
6 Side Plates, 2(K^ wide.

TUekussof

Ibtaloi

IwikSide.

A

B

C

D

2

26^

8^

1^

m

2^

26>4

m

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2'A

26A

sx

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m

m

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1

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O

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2611

m

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m

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2;^

27^

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1

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27A

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m

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16X

A

2}J

27?i

9ft

m

l«x

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9^

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211

27X

9ft

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16X

2;i

27ft

9X

tji

16X

m

27^

9ft

IK

16X

3

27^

9>i

i% 1

16X

THE CARNEGIE STEEL COMPANY, LIMITED.

ULTIMATE STBENGTH OF WBOXTGHT

IKON COLUMNS,

For different proportions of length in feet (=1)

To least radius of gyration in inches
Ultimate Strength in lbs. per square inch ^

Golnnm Golnnm

Square Bearing: Pin and Square Bearing:
40000 40000

Oolnnm
Pin Bearing:

40000

1+ -,

(121)=

1 +

(121)=

24000 r'

1 +

36000 r>
To obtain Safe Resistance:

For quiescent loads, as in buildings, divide by 4.
For moving loads, as in bridges, divide by 6.

(121)'

18000 r'

Ultimate Strength

in Lbs.

Ultunate Strength

in Lhs.

1

per square inch.

r

per square inch.

r

Square.

Pin and
Square.

Pin.

Sqnare.

Pin and
Sqnare.

Pin.

3.0

38610

37950

87310

8.0

31850

28900

26460

3.2

38430

37680

36970

8.2

31520

28500

26010

3.4

38230

37400

86610

8.4

31190

28100

25570

3.6

38030

37110

86240

8.6

80870

27700

25130

3.8

37820

miQ

35860

8.8

30540

27310

24700

4.0

37590

36500

35460

9.0

80210

26920

24270

4.2

37360

36170

85050

9.2

29880

26530

23850

4.4

37120

:{5840

84640

9.4

29550

26140

28480

4.6

36870

35500

34210

9.6

29230

25760

23030

4.8

36620

35140

83770

9.8

28900

25370

22620

6.0

36360

34780

83330

10.0

28570

25000

22220

5.2

36090

1)4420

32890

10.2

28250

24630

21830

5.4

35820

34050

32440

10.4

27920

24260

21440

5.6

35540

33670

31980

10.6

27600

23890

21060

5.8

35260

3)2^0

31520

10.8

27270

23530

20690

6.0

34970

32890

31060

11.0

26950

23170

20830

6.2

34670

32500

30590

11.2

26640

22820

19960

6.4

34370

32110

30130

11.4

26320

22470

19610

6.6

34060

31710

29670

11.6

26000

22130

19270

6.8

33750

31310

29200

11.8

25690

21800

18980

7.0

33440

30910

28740

12.0

25380

21460

18590

7.2

33130

30510

28270

12.2

25070

21130

18260

7.4

32810

30110

27820

12.4

24770

20810

17940

7.6

32490

29710

27360

12.6

24470

20490

17620

7.8

32170

29810

26910

12.8

24170

20180

17810

THE CARNEGIE STEEL COMPANY, LIMITED.

ULTIMiTB STRENGTH OF WROUGHT IRON OOLUMNS.— OontinnecL

13.0

28870

19860

17000

17.0

18550

14630

12080

13.2

23570

19560

16710

17.2

18820

14410

11880

13.5

23140

19110

16280

17.6

17980

14100

11590

13.8

22700

18670

15850

17.8

17640

13790

11320

14.0

22420

18880

15580

lao

17420

13590

11140

142

22150

18100

15310

18.2

17200

13390

10960

14.5

21740

17690

14920

ia6

16880

13100

10700

14.8

21820

17290

14530

ia8

16570

12820

10450

15.0

21050

17020

14290

19.0

16370

12630

10290

15.2

20790

16760

14040

19.2

16170

12450

10130

15.5

20290

16390

13690

19.6

15870

12190

9890

15.8

20020

16010

13850

19.8

15570

11930

9670

16.0

19760

16770

13120

20.0

15380

11760

9520

16.2

19510

15540

12910

20.2

15200

11600

9380

16.5

19150

15190

12590

20.5

14920

11360

9170

16.8

18790

14850

12280

20.8

14650

11120

8970

RADn OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK.

ANGLES WITH EQUAL LEGS.

Radii of Gyration given, oonrespand to directions indioitted hj arrow-headB.

Sm.

ThidknMi.
Inehet.

Poudi.

RiSn or GYRiTIOK.

Inches.

To

Tl

Ta

Ts

6 X6

^

17J8

1.87

2.50

2.67

2.76

((

%

3ai

1.81

2.57

2.76

2.85

6 X5

H

12.3

1.56

2.09

2.26

2.35

((

%

27.2

1.49

2.17

2.85

2.45

4 X4

H

9.8

1.23

1.68

1.86

1.95

u

|l

19.9

1.18

1.75

1.94

2.04

zyiy^^yi

a5

1.07

1.47

1.66

1.75

tt

H

17.1

1.02

1.55

1.74

1.85

3 X3

x

4.9

0.93

1.25

1.43

1.53

((

H

11.4

0.88

1.32

1.51

1.62

ai^rxsjii'

%

4.5

0.85

1.15

1.84

1.44

ti

%

8.5

0.82

1.19

1.39

1.49

i}ix.iyi

U

44

0.77

1.05

1.24

1.34

H

'A

7.7

0.74

1.10

1.29

1.40

i%-x.t}i

8.7

0.69

0.96

1.14

1.24

tt

X

6.8

0.66

0.99

1.19

1.30

THE CARNEGIE STEEL COMPANY, LIMITED.

RADH OF GYBATION FOR TWO ANaLBS
PLACED BACK TO BACK.

ANGLES WITH UNEQUAL LEGS.

Radii of Gyration gimif correspond to directions indicated by arrow-heads.

SIm.
Inokes.

7 X8X
«

6 X4
«

6 X%X
6 X4

u

5 X3X
«

5 X8

((

4^X3

«

4 X3X
«

4 X8

((

8XX3
8XX2X

8^X2
8 X2X

8 X2

<i

2XX2

ThiekoML
Inehet.

Wngbtper

foot of
Bingle angle

15.0

las

27.2
11.7
25.7

11.0
24.2
10.4
22.7

9.8

19.9

9.1

ia5

9.1

ia5

7.1
17.1

6.6
15.7

4.9
12.4

4.8
9.0
4.5
9.5

8.6
7.7
2.8
6.8

KlDn OP GTRiTIOI.

2.26

2.19

1.98-

1.86

1.94

1.87

1.59
1.52
1.60
1.58

1.61
1.55
1.44
1.88

1.25
1.19
1.27
1.21

1.10
1.04
1.12
1.06

1.04
1.00
0.95
0.91

0.96
0.92
0.79
0.75

1.21

1.81

1.50,

1.58

1.26

1.85

1.58'
1.66
1.88
1.42

1.10
1.18
1.18
1.25

1.48
1.50
1.17
1.25

1.22
1.80
0.96
1.08

0.74
0.79
1.00
1.05

0.75
0.80
0.79
0.84

1.89
1.50
1.67
1.76
1.43
1.54

1.75
1.85
1.51
1.61

1J87
1.87
1.81
1.46

1.60
1.69
1.85
1.45

1.40
1.50
1.18
1JB8

0.92
0.99
1.18
1.25

0.93
1.00
0.97
1.04

.47
.60
.76
.86
.5S
.64

.85
.95
.60
.71

.87
.47
.41
.54

.70
.79
.44
.55

.49
.60
.28
.88

.02
.10
.28
.35

.08

.10

.07

tl6

1 r. 1

THE CARNEGIE STEEL COMPANY, LDdlTED.

BADH OF GYRATION FOR TWO ANGLES
PLACED BACK TO BACK.

ANGLES WITH UNEQUAL LEGS.

t

Radii of Gyration ^ven, correspond to directions indicated by anow-heads.

Iiuket.

fhiflknes.
Inehfli.

7 X8X
6 X4

«

6 X8X

6 X4

5 X8X

ti

6 X3

it

4 X8X
<(

4 X8
«

8XX8
«(

8Xx8>i

«

8XXS
<<

8 X2X

8 X2

<<

2>^X2

«

Vngbtper
foot of

BlU^lOftBglfl

mnds.

ft

ft

A

15.0
82.8
12.3
27.2
11.7
26.7

11.0
24.2
10.4
22.7

9.8

19.9

9.1

18.5

9.1

ia5
7.1

17.1

6.6
15.7

4.9
12.4

4.3
9.0
4.5
9.5

8.6

7.7
2.8
6.8

KIDH or GTRiTIOI.

0.95
0.89
1.17
1.11
0.99
0.98

1.20
1.14
1.02
0.96

0.85
0.80
0.86
0.81

1.06
1.01
0.89
0.83

0.90
0.85
0.74
0.67

0.57
0.58
0.76
0.72

0.58
0.55
0.60
0.56

8.87
8.48
2.74
2.82
2.81
2.90

2.20
2.29
2.27
2.36

2.85
2.42
2.07
2.15

1.74
1.81
1.79.
1.88

1.52
1.61
1.58
1.66

1.51
1.57
1.31
137

1.88
1.42
1.10
1.16

8.56
3.68
2.92
3.02
3.00
3.10

2.38
2.48
2.45
2.55

2.52
2.62
2.26
2.35

1.92
2.01

2!08

1.71
1.81
1.76
1.86

1.70
1.77
1.50
1.66

1.56
1.62
1.28
1.35

3.66
3.78
8.01
3.12
3.10
3.20

2.48
2.58
2.55
2.66

2.62
2.72
2.35
2.45

2.02
2.11
2.07
2.18

1.80
1.91
1.86
1.96

1.80
1.88
1.59
1.66

1.66
1.78
1.39
1.46

THE CAENEGIE STEEL COMPANY, LIMITED.

ULTTMATB STRENGTH OF HOLLO'W OYIjIN-

DBIOAL AND HOLLO^W BECTANGUIiAR

OAST mON OOLUMNS.

Ultimate Strength in Pounds per Square Inch :

Cylindrical Columns. Rectangular Columns.

Square Bearing: Kn ft Square: Piii Bearing:

80000 80000 80000

H

(121)2 8(121)

1+

14

(12 1)^

Square Bearing: PinftSqaare: Pin Bearing:

80000 80000 80000

H

8(121)2 , ,9(121)2 , .8(121)

H

8200d« • 6400d2 ^1600d^

1+

800d2 ' 1600d2 ' 400d2

l^Length of Column, in feet

d^Extemal diameter or least side of rectangle, in inches.

CTUHBRICIL COLUMHS.

BICTilGUUR COLUMHS.

1

Ultimate Strength in 11m,

persq.in.

Ultimate Stivngth in Ite.

persq.in.

d

Square
•Bearing.

Pin and
Square.

Pin Bearing.

Square
Bearing.

Pin and
Square.

Pin Bearing.

1.0

67800

62990

58820

70480.

66520

62990

1.1

65690

60300

55730

68790

64260

60300

1.2

63530

57600

52690

67000

61940

57600

1.3

61340

54930

49740

65140

59600

54960

1.4

59140

52310

46900

63260

57270

52320

1.5

56940

49770

44200

61350

54960

49760

1.6

54760

47300

41630

59450

52680

47300

1.7

52620

44940

39210

57550

50460

44960

1.8

50530

42670

36930

55670

48300

42670

1.9

48490

40510

34790

53800

46230

40510

2.0

46510

38460

32790

51940

44200

88460

2.1

44600

36520

30920

50160

42260

36520

2.2

42750

34680

29180

48400

40400

84680

2.3

40980

32940

27540

46670

38630

82950

2.4

39280

31310

26030

44990

36930

81310

2.5

37650

29770

24620

43390

35310

29760

2.6

36090

28320

23300

41820

83770

28320

2.7

34600

26950

22070

40320

32310

26950

2.8

33180

25670

20930

38870

30920

25670

2.9

31820

24460

19860

87470

29600

24460

8.0

80530

23320

18870

36120

28340

23320

8.1

29310

22250

17940

34830

27150

22250

3.2

28140

21250

17070

33580

26030

21250

3.3

27030

20300

16260

82390

24960

20300

8.4

25970

19410

15500

31240

23940

19410

153

THE «A^ls

"Tzr-OTRZ

INEGIE S

^^>> !'»-»'-*' AZ

COMPANY, LIMITED.

Safe Loate la Tons of 2,0G0 Lbs., Jdr lonow CrlUiilrical Cast Hoi COIunt

o«t-

diam.,
inches

I;

S's

URGTEOP OOLUim. IN FOT.

8

Tons.

lO

Tons.

12

Tons.

14

Tons.

16

Tons.

18

Tons.

20

Tons.

22

Tons.

24

Tons.

800-

wgkt.,lbs.»

tionsllofooIiuDnt
inekos.

per foot
tfleogtk^

26.95

88.59

43.96

49.01

53.76

45.96

5a90

6177

53.29

68.64

82.71

60.65

7a40

94.94

110.26

124.36

8a23

107.23

124.99

141.65

9a03

119.46

139.68

158.68

176.44

107.51

181.41

154.10

175.53

195.75

117.53

148.86

168.98

192.88

215.56

127.60

156.31

183.67

210.00

285.12

137.28

168.48

19a74

227.45

254.90

6
6
6
7
7
7
8
8
8
9
9
9
9
9

10
10
10
10
11
11
11
11
11
12
12
12
12
12
13
13
13
13
13
14
14
14
14
14
15
15
15
15
15

1

1

1

1

1

1
\^

8
1

IX

l^
1

1

1>^

2

42.8 37.9 83.7

39.7 35.8 32.2 28.9

51.1 46.0 41.4 3?.8

61.7 55.5 49.9

310.8l302.5|298.0|282.5|271.2^9.5l247.5p85.5|228.6l 81.7

2ai

17.1

83.6 22.0
40.5 26.5

26.21 23.01 20.1 17.51 15.21 13.2 11.5 . . . . &6

87.5 33.0 28.8 25.0 21.7 18.9 16.5 . . . . 12.4
42.7 37.6 82.8 28.5 24.7 21.5 18.8 . . . . 14.1

47.6 41.9 86.5 81.8 2?.6 24.0 21.0 . . . . 15.7
52.2 46.0 40.1 84.8 30.2 26.8 28.0 . . . . 17.2

47.7 48.1 88.5 84.3 80.4 26.9 2a^ 21.2 ia9 14.7

61.1 55.2 49.3 43.8 88.9 84.4 30.6 27.1 24.2 18.9

67.2 60.8 54.8 48.8 42.81 3?.9| 88.7 29.9 26.71 20.8
57.9 53.8 48.6 44.1
74.6 68.7 62.5 56.7

89.9 82.8 75.5 6a4 61.71 55.5 49.91 44.9
6ai 63.6 5a9 54.2 49.6 45.2 41.2 3^.5
88.0 82.3 76.2 70.0 64.1 5a4 53.2 4a4

106.6 99.6 92.2 84.8 77.6 7^8 64.4 58.7
123.8115.7107.1 98.5 90.1 82.2 74.8 6ai

139.6180.5120.8111.1101.6 92.7 84.4 7^8
101.4 95.9 89.8 83.6 77.4 71.5 65.8 60.5
128.8116.5109.1101.6 94.1 86.8 79.9 78.4
143.7185.8127.81ia5109.7101.2 98.2 85.6
162.7 158.8 144.1 184.1 124.2 1 14.6 105.5 97.0
114.8109.4108.5 97.3 91.0 84.8 80.2 78.1
189.9 183.8 126.1 lia6 110.9 108.3 97.8 89.4
168.5 155.9 147.5 138.6 12a7 120.8 114.3 104.1
185.7 177.1 167.5 157.5 147.3 137.2 129.8 lias 109.5
206.6 196.9 186.8 175.1 163.8 152.6 144.4 181.5 121.8

128.0122.9117.2111.0104.7 98.4 92.2 86.1
156.4150.1 I4ai 185.7127.9120.2 UaO 105.2
188.3 175.9 167.7 159.0 149.9 140.9 132.0 123.3
20a7 200.4 191.0 181.1 170.7 160.4 150.3 140.5 131.1
232.7223.42ia0201.9190.4 17a9 167.6156.6^14^1
141.2136.3130.7124.7118.5112.1105.8 99.5 98.5
172.8 166.8 160.0 152.7 145.0 137.2 129.4 121.8 1 14.4

203.0 195.9 187.9 179.3 170.3 161.1 152.0 143.1 134.3
231.6 223.6 214.5 204.7 194.4 183.9 173.5 163.3 153.8
258.9249.9239.722a7217.3205.5 193.9182.6 171.8
154.3 149.6 144.3 13a5 132.3 125.9 1 19.5 113.1 106.8

189.2 188.4 176.9 169.7 162.2 154.4 146.5 138.6 131.0

222.6215.8208.1 199.7190.8181.7172.3163.1 154.1

254.4 246.7 237.9 228.3 2iail207.6 197.0 186.5 176.2
384.8 276.2 266.4 255.6 214.2^.4 220.6 208.8 197.2

167.4 162.9 157.8 152.1 146.0 139.7183.3 126.8 120.4

205.5 200.0 198.7 186.7 179.3 171.5 163.61155.7 147.9
242.1 236.7 228.2 220.0 21 1.2 202.1 192.§183.5,174.2
277.2269.8261.8251.9241.9281.4220.7210.1199.5

84.1
44.1
5a4
62.0
69.9
55.5
67.5
78.7
89.1
67.71
82.5
96.4

80.4

9a2

115.1

19.4
25.1
80.4
85.8
39.9
28.3
34.4
40.1
45.4
31.4
3a8
44.8
50.9
56.6
34.6
42.2
49.5
56.4
62.8
37.7
46.1
54.2
61.9
69.1
40.8
50.1
5a9
67.4
75.4
44.0
54.0
63.6
72.9

THE CARNEGIE STEEL COMPANY, LIMITED.

CORRUGATED FLOORING.

The trough and corrugated plate sections shown on page 31 are
used for floors of bridges and nre-proof buildings.

The following tables give weights per lineal foot of each
rolled section and per square foot of floor surface for thicknesses
varying by ^ inch ; also the moments of resistance for one foot
in width and the safe loads per square foot for spans of different
lengths using fiber strams of 12000 and 10000 lbs.

K gJL.

J — f^K — i — g» — i — g» — i

PROPERTIES OF TROUGH SECTION.

Section index ....
Thickness of base . .
Weight per lineal ibot
Weight per scpare Iboi
Moment of resistance .

MIO

1U2
25.00
11.66

Mil

xtk

28.15
18.06

M12

\m

81.81
14.57

M18

2U2
84.48
16.12

M14

2^15
87.74
17.67

SA?B LOADS IN LBS. PER SQUARE FOOT OF FLOOR FOR SPANS OF

DIFFERENT LENGTHS.

J-^

MIO

Mil

M12

M18

M14

1^

12000

10000

12000

10000

12000

10000

12000

10000

12000

lOOOO

•^^

Lbs.

Lbs.

Lbs.

Lbs.

Lbs.

4662

Lbs.

Lbs.

Lbs.

Lbi.

Lbs.

5

8699

8088

4179

8488

8885

5158

4298

5654

4712

6

2569

2141

2902

2418

8288

2698

8582

2985

3927

8272

7

u<r

1578

2182

1777

2879

1988

2682

2198

2885

2404

8

1445

1204

1688

1861

1821

1517

2015

1679

2209

1841

9

1142

952

1290

1075

1489

1199

1592

1827

1745

1454

10

925

771

1045

871

1166

972

1290

1075

1414

1178

11

764

687

864

720

968

808

1066

888

1168

973

12

642

585

726

605

809

674

896

747

982

818

13

547

456

618

515

690

576

768

686

886

697

14

472

898

588

444

595

496

658

548

721

601

15

411

848

464

887

518

482

578

478

61»

628

16

861

801

408

840

455

879

504

420

652

460

Safe loads given include weight of section.

155

THE CARNEGIE STEEL COMPANY, LIMITED.

COBBUGATED FLOORING.

%

M33

JU.:.__iiyy.

PROPERTIES OF OORRUGATED PLATE.

Section index ....

M30

M31

M32

M38

M34

M35

Thickness of metal . .
Weight per lineal foot .

&06

lilO

llo4

%
17.76

2^.^

2^66

Weight per square ibot

11.05

18.78

16.50

17.47

20.39

23.30

Moment of resistanee .

1.10 1.55

1.95

8J38

3.84

4.39

SAFE LOADS IN LBS. PER SQUARE FOOT OF FLOOR.

inTMt

M30

M81.

M32.

12000 IbB.

10000 Lbs.

12000 Lbs.

10000 Lbs.

12000 Lbs.

10000 Lbs.

5

6

7

8

9

10

11

12

13

14

16

16

852

244

180

188

109

88

73

61

52

45

39

35

293

203

150

115

91

73

61

51

43

88

83

29

496

345

253

194

153

124

103

86

73

63

55

49

413

287

211

162

128

103

86

72

61

53

46

41

624

433

318

244

193

156

129

108

92

80

69

61

520

361

265

203

161

130

108

90

77

67

58

51

Smui
in feet

M83

M34

M86

12000 Lbs.

10000 Lbs.

12000 Lbs.

10000 Lbs.

12000 Lbs.

LlOOOO Lbs.

6

6

7

8

9

10

11

12

13

14

15

16

1049
728
535
410
324
262
217
182
155
134
117
103

874
607
446
842
270
218
181
152
129
112
98
86

1228
853
627
480
879
307
254
213
182
157
186
120

1023
711
523
400
316
256
212
178
152
131
113
100

1404
975
717
549
433
351
290
244
208
179
156
187

1170

813
598
458
861
293
242
203
173
149
130
114

Safe loads given include weight of section.

Weight per square foot given does not include weight of splice plate,

1 p;«

THE CARNEGIE STEEL COMPANY, LIMITED.

BUOKLEID PLATES.

The old form of Buckled Plate contains one buckle and is square
or rectangular, and supported along its four edges in the manner
shown by Fig. 2. The central part or buckle is surrounded by a
flat rim called the fillet.

A new form of Buckled Plate, made in long lengths, with
several buckles to the plate, is shown by Fig. 1 , and is manufac-
tured by The Carnegie Steel Company, Limited. In this form the
plate is usually supported at the two long edges only.

Buckled plates are used for the floors of flre-proof buildings and
of high- way bridges. They are usually covered with concrete
or asphalt and stone paving, etc. They are generally made in
length and width from 8'' to 4''-6^^, and in thicknesses of ^^'^ to
%^^\ they are very strong, as indicated by the following table.
In order to allow for some deterioration by corrosion, they are,
however, rarely made thinner than J^^^,while ^^^ is a usual
thickness for bridge floors.

There has not yet been a reliable formula devised from which
the strength of buckled plates can be figured, but from experi-
ments on plates 8''-0^^ square, arched X'^^'^ and well bolted down
on all sides, the following table of quiescent safe loads, uni-
formly distributed, has been deduced.

Thieknefis.

Weight of

one plate,

pounds.

Safe Load (one-fonrtli of

nlomate load),

pounds.

Per B^iiare foot,
pounds.

A"

-h"
H"

68

90
118
135

5600
10080
13888
20160

622
1120
1544
2240

The resistance of buckled plates bolted or riveted down all
around is double the resistance of the same plate merely supported
all around, and if the two opposite sides are unsupported, the
resistance is reduced in the proportion of 8 to 5.

157

f—

THE CARNEGIE STEEL COMPANY, LIMITED.

STANDARD DIMENSIONS OF BUOEZjE

PLATES.

DIMENSIONS OF CONTINUOUS SUCKLES. (Fio. 1.)

Ho. of
PUte.

1
2

3
4
5
6
7
8
9

10
11
12
18
14

Bookie.

8^ W
4^ 6^^
3^ 11^^
3^ 6^^
3^ 9'^
8^ V'
3^ 9^^
3^ 8'^

3^
2'

8^^
g//

3^ 8^^

3^ 0^^
g/ 9^/

4^ 6^^
8^ W
3^ 6^^
3^ 11^^
3^ r'
3^ 9'^
3^ V
8^ 8^^

8^
g^
3^
2'
8^
2'

8^^
8'^
8^^

(K^
9'/

im«te

b.

FiUots
e.

^ ^

n

s

Xo. of Buckles

whieli can be

pat in one

Plate.

7

6
7
8
8
9
8
8

10
8

10
8
9

10

Plates giren abote can be nude iritk one bnokle or any number np to tke limit indicated.
^DIMENSIONS OF SINGLE SUCKLES. (Fio. 2.)

Bo. of

^idth.

length.

Fillet
a.

Bno]

Ue.

Risef:

Hate.

e

d

16
17
18

2' hw
V 0^^
3^ 4^^

2' hw
8^ A'^

2X"

«

2' V/''
2' 1%''
g/ 9//

2' \%''

2' lyi'^

V 9^^

2X^^

2W'
2\^^'

"^No variation from these dimensions can be made.

IRft

THE CARNEGIE STEEL COMPANY, LIMITED.

OORRUGATBD AND GALVANIZED SHBETS.

Corrugated sheet is used for roofs and sides of buildings. It is
usually laid directly upon the purlins in roofs, and held in place by
means of clips of hoop iron, which encircle the purlin and are
placed in distances of about twelve inches apart. Special care
must be taken that the projecting edges of the corrugated sheets,
at the eaves and gable ends of the roof, are well secured, other-
wise the wind will loosen the sheets and fold them up.

The corrugations are made of various sizes; the smaller present
a more pleasing appearance to the eye, while the larger are stiffer
and will span a greater distance, thereby permitting the purlins to
be placed fiirther apart. The sizes of sheets generally used for
both roofing and siding, are Nos. 20 and 22,

The corrugated sheet which will be described in the following,
is manufactured by The Carnegie Steel Company, Limited. It
is of medium size, presenting both a good appearance and being
of sufficient strength for usual requirements.

By one corrugation is meant the double curve between corre-
sponding points, and by depth of corrugation the greatest deviation
from the straight line measured between the concave sur&ces of
the corrugated sheet.

Our corrugations are 2.425^^ long, measured on the straight line ;
they require a length of sheet of 2.735^^ to make one corrugation,
and the depth of corrugation is iY^* One corrugation is allowed
for lap in the width of the sheet and 6^^ in the length for the usual
pitch of roof of two to one. Sheets can be corrugated of any
length not exceeding ten feet. The most advantageous width is
20}4^^i which (allowing }i^^ for irregularities) will make eleven
corrugations=30'''', or, making allowance for laps, will cover
%i%^^ of the surface of the roof.

By actual trial it was found that corrugated sheet No. 20, span-
ning 6 feet, will begin to give a permanent deflection for a load
of 30 lbs. per square foot, and that it will collapse with a load of
60 lbs. per square foot. The distance between centers of purlins
should therefore not exceed 6 feet, and, preferably, be less than
this.

r

ISO

THE CARNEGIE STEEL COMPANY, LIMITED.

OOBBUGATBD SHBBTa

The following table is calculated for sheets 80^^^ wide before
conrugating.

16
18
20
2S
24
26

14.

Um.
8i8

¥<
irhfln

nght per S^oan
udd, allovuur (

> of 100 aqaaro

lUd

ll

Lbt.

Z}i" or ons oomintioii ia mltk of
ihaet, fbr ihaat languf of:

5'
865

6'

858

7'
858

8'
850

9'

848

i(y

846

.066

2.61

.049

1,97

2.48

275

270

267

264

262

261

.085

1.40

1.76

196

192

190

188

186

185

.028

1.12

1.41

156

154

152

150

149

148

.022

.88

1.11

123

121

119

118

117

117

.018

.72

.91

101

99

97

97

96

95

2.96
2.81
1.74
1.46
1J22
1.06

Note. — For weights per square laid with one and one-half lap,
add to above 5 per cent. For weights per square laid with two
laps, add to above 10 per cent

TRANSVBBSB STRENGTH.

IsssUnsupported length of sheet, in inches.
t=Thickness of sheet, in inches.
b='Width of sheet, in inches.
d:^Depth of corrugations in inches:
W=Breaking weight distributed in tons.
w=: " " " " pounds.

■m y_49.95 t.b.d.
1

w-

99900 t.b.d.
1

THE CARNEGIE STEEL COMPANY, LIMITED.

BXPLANATION OF TABLES ON MAXIMUM
STRESSES IN PRATT AND WHIPPLE

TRUSSES.
Pafires 103 to 166.

These tables give the stress in each member of a IVatt- (single
quadrangular) or Whipple (double quadrangular) truss, for any
number of panels not exceeding twelve in the former, and twenty
in the latter case, on the assumption that the load is uniform per
foot, and the panels are all of the same length. The stresses are
given in terms of the truss-panel dead and moving loads, repre-
sented respectively by W. and L. These are obtained by multi-
plying the dead load per foot of bridge, in the case of W, and
the moving or live load per foot of bridge, in the case of L, by
half the panel length.

The letters W and L are placed at the top of column in tables
and not next to the figures to which they belong, for want of space.

The stress in aB, for example, in a twelve panel Pratt truss
= 6.6 W 4- 6.5 L, and in Be = 4.6 W + || L, both multi-
plied by the quotient specified in the last column.

The system of lettering employed is shown by Figs. 1 and 2,
on page 1 62, opposite, and, it is believed, is the best in
use. By making a sketch of the truss under consideration and
lettering the vertices in the manner shown, the truss members to
which reference is had in the tables, can be readily identified.

The dead load is assumed as concentrated at the lower vertices
of the trusses, for through bridges, and at the upper vertices, for
deck bridges. For through bridges of very large span, the
stresses thus obtained for the posts must be increased by the truss-
panel weight of the upper portion of the truss, including the
lateral bracing ; but in small spans, the increase of stress on this
account is so inconsiderable that it is usually neglected.

Note : In order to calculate the stresses in a Whipple or double
quadrangular truss by statical methods, it is necessary to consider
the truss as the combination of two Pratt trusses or single systems
of bracing, and assume that each of these two systems is strained
in the same manner as if one were independent of the other. If
the number of panels is odd, each of the two systems is unsym-
metrical, which has the effect of making the stress in the middle
panel of the lower chord slightly smaller than the stress in the

1 «i

THE CARNEGIE STEEL COMPANY, LIMITED.

corresponding panel of the top chord. The difference is, how-
ever, frequently neglected, ind the stress in middle panel of
bottom chord assumed the same as in middle panel of top chord.
Each of the two systems is assumed to carry one-half of the
panel load at the top of the inclined end posts.

Fig. X
Pratt or Single Quadrangular Trust.
B

FSff. 3
Whipple or Double Quadrangular Trutt.

7 ? d 'i Z^ g ft t k I *n n u p

dnstration of Application of Tables, also of the Use of Table of Nataial

Sines, Tangents and Secants.

A Fratt truss of 185^ span and 18^ depth, is divided into nine

panels of 15^ each. Required the stress in first main tie Be, and

in middle panel DE of top chord, for a dead load of 1200 lbs.,

and a moving load of 8000 lbs. per lineal foot of bridge.

1200
W--g- X 15-90001bs.

8000
L-. -y- X 15 - 22600 lbs.

28 Length Be
Bc-(8W+ jL)x \

DE - (10 W + 10 L) |g

15
The factor t^, or panel length divided by depth of truss, is

the tangent of the angle, for which the length Be, divided by depth

of truss, is the secant. By table of natural sines, tangents and

15
secants, for tangent — jo — 0.833, the secant — 1.302 ; therefore : —

Be - »7000 X 1.80 - 126100 lbs.
DE - 316000 X H - 262500 lbs.

THE CARNEGIE STEBIi

SUXIUtrU 8TBE8SE8 UITDEB DBAS Ain>

HOVZETO- IAAD8 IS PBATT OB BUTQIiB

QtTADBAKaUIiAB TBTTSSEB

Titb indiiuj end po«ti and «qul panals, br Thniigb ind Duk firidgts.
^ dwd lotd Mid L = moTJug load par tnw md p c pmri-

8-6+ I
li+ !

4.6-HJi
8,6+8.6
S.5-1-S.8

0.5+1.6
-0£+1.0
■1.6+0.6

4.5+ «
8.0+ 8.0
10.5+10.5
13.0+18.0

ig.5+ia.6

W+L
8£+3.5

' oi+^
' -0^1

-1.5+1

8.6+8.6

e.0+6.0

7A+7£

8.(H-8.0

a+V

8+V
1+V
0+V

I's

1}

r

IW-V
ow-v

-OJH-i

s+s

6-U

IH-S

H!

8.S+S.6
1.5+ V
0.6+1.0
-OJi+OB

8.5+2.6
4.0+4.0
4.5+4.6

I.5+V
0.6+1.0
-0.6+0.6

1+lJE
(H-0.6
-1+OJi

1+U
(H-0.6

lJi+1.5
0.5+ 1

HI

THE OARNEUIE STEEL COMPANY, LIMITED.

HAZIHUU STBESSES UHDEB DEAD AND

UOVIITO LOADS UX WHIPPLE OB.

DOUBLE QTTADBAirOULAB

TBUSSE5

With isdimd tai poatt and tqaftl putli, fbr Thnmgh uJ Dtok Bridgte.
T^dndload and L^moTiiigload per tnusand per pueL

THE CARNEGIE 3TEBL COMPANY, LIMITED.

8TANDABD OLOVIS NUTS.

Distance H caa

3

m
?«

• TTiis Clevis used for

THE CARNEGIE STEEL COMPANY, LIMITED.

STANDARD ETTE BAB

8IZBS IN INCHES.

1^*

8
8
8
8
8
8
8
8
8
8

6
5
6
5
5
5
5
5
5

6
6
6
6
6
6
6
6

2>i
8

8>^
4

^^

6

8.

8

8^
4

6

7

4
5
6
7

4
5

6

7
7>^

7
9

lox
iiX

12

12X
13

11

18X
14

ux

15
18

13X
14

16X

8.

8%
4

5

6X

4X

8.

6X

6

$«"
«>^

6

5?

7

7X

7X

7
7^

7!l
8

8X

6>4

6m:

7fi
7;^
8>i
9

10J<

iom:
11^

9

an

9>^

8

8%

4>l

IX

1^

8

8X

4

4>li
6X

I'?

6

7
7
7
7
7
7
7
7
7
7

8
8
8
8
8
8
8
8
8
8
8

9
9
9
9
9
9
9
9
9

10
10
10
10

8

4>^

5

h}i

6

6>i

7

8>i
9

5

6>i
6

7

1'^

8>i
9

10
6

«>»

?^
S^
10

8.

Is

17
15

19X
17

22

22X
28

28X

22X
23

28X
24

8X

?^

8

8X
8>^

8«:

9

9X
9jl
8>^

9
9«

ox

1

9j<:

ox
ox

ox
1

IX
IX
IX

iji
IX

8.

6%

2%

3^
4

BX
6^
7

6X
6^

9X
20H

«X

W

21i

201
21A

I

167

THE CARNEGIE STEEL COMPANY, LIMITED.

CONVENTIONAL SIGNS FOB BIVBTINa.
SHOP. FIBIjD.

TWO FULL HBADS.

Ctountersozik Inside and Gblpped.

Ctountersunk Outside and Chipped.

Oountersiink Both Sides and Chipped.

INSIDE.

OUTSIDB.

Q

BOTH SIDB8.

Flattened to W Hiffh or Countersunk and not Chipped.

O

Flattened to H" Hi^li*

Flattened to %" Hi^h.

This system, as designed by F. C. Osborne, C. E., has for
foundation the diagonal cross to represent a countersink, the
blackened circle for a field rivet, and the vertical stroke to indi-
cate a flattened head. The position of the cross, with respect to
the circle (inside, outside, or both sides), indicates the location of
the countersink, and the number and position of the vertical strokes
indicate the height and position of the flattened heads.

Any combination of field, countersunk and flattened head rivets
liable to occur may be readily indicated by the proper combina-
tion of above signs.

1 «Q

THE CARNEGIE STEEL COMPANY, LIMITED.

NOTES ON ROOFS AND LOADS FOB SAME.

Angles of roo& as commonly nsod.

PnmrtioB

ofriM

to ipu.

a&u.

Ungtkof
nfkortoriM.

Proportioii

ofriM

to ipuu

AMU.

Lmgthof

De;. liiL

Deg. Kin.

nftortoriie.

2/3

45 00

88 41
80 00

1.4142
1.8028
2.0000

'A

26 84
21 48
18 26

2.2861
2.6926
8.1628

APPROXIMATE LOADS PER SQUARE FOOT FOR ROOFS, OF SPANS
UNDER 75 FEET, INGLUDINO WEIGHT OF TRUSS.

Roof covered with corrugated sheets, unboarded, - 8 pounds.
Roof covered with corrugated sheets, on boards, - - ii

Roof covered with slate, on laths, - - - - 13

Same, on boards, l}^^^ thick, 16

Roof covered with shingles, on laths, - - - 10
Add to above, if plastered below rafters, - - - 10
Snow, light, weighs per cubic foot, - - 5 to 12

For spans over 75 feet, add 4 lbs. to the above loads, per square
foot.

It is customary to add 30 lbs. per square foot to the above for
snow and wind, when separate calculations are not made.

PRESSURE OF WIND ON ROOFS. (Unwin)
a— Angle of surface of roof with direction of wind.

((

((

It

it

u

(t

F— Force of wind in

lbs. per square

foot.

A— Pressure normal to surface of roof— F Sin. a ^•®* ^•■' ■'*•

B— Pressure perpendicular to directionof wind— F G)t. a Sin a '•8*c«^«'

C— Pressure parallel to direction of wind— F Sin. a '•®* ^^' ••

Angle of roof— a

5°

10°

20°

80°

40°

50°

60°

70°

80°

90°

A-FX

.126.

M

.45

.66

.83

.95

1.00

1.02

1.01

1.00

B-FX

.122

.24

.42

.57

.64

.61

.50

.85

.17

.00

0-Fx

.01

.04

.151 .88' .53

.78

.85

.96

•99

1.00

1(39

THE CARNEGIE STEEL COMPANY, LIMITED.

ROOF TBUSSBS.

rablee for flnding strain^ In members for roof truflaee of

the different types and pltdhes as given

below and of any span.

Rule. — ^To find the strain in f ny member, multiply the coeffi-
cient given for thkt member by total dead load carried by truss
(»span in feet X distance between trusses in feet X weight per
square foot). If the truss is acted upon by wind forces or other
unsymmetrical loading the strains in the members must be calcu-
lated accordingly and combined with the dead load strains as
found below.

lamlMr

PITOE (Depth to Sput)

*

80''

i

i

Fig.l.

Aa

.675

.750

.888

1.010

> Bb

.587

.625

.726

.917

Ga

.m

.680

.750

.988

Oc

.875

.488

.500

.625

ab

.208

.217

.224

JSS2

be

.188

.217

.250

.818

V

.750

.888

.980

1.120

Bb

.589

AAA
.WO

.757

.928

Oe

.568

AAA

.788

.995

Ba

.625

.721

.883

1.042

Dd

.875

.488

.500

.625

ab

.155

.167

.180

.202

bo

.155

.167

.180

.202

ed

.250

.28a

.888

.417

V

.788

.874

.978

1.178

Bb

.718

.812

.922

1.131

Gc

.649

.750

.866

1.085

Dd

.580

.687

.810

1.088

Ea

.655

.758

.875

1.094

Sf

.562

.650

.750

.988

Ee

.875

.488

.500

.625

ab

.104

.108

.112

.116

bf

.098

.108

.125

.156

ft

.208

.216

.224

.232

gc

.098

.108

.125

.156

od

.104

.108

.112

.116

fe

.187

.217

.250

.313

.280

.825

.375

.469

Note.— Heavy lines
denote compression and
light lines tension mem-
bers. Loads are con-
sidered as concentrated
at the joints.

F\g. 2.

FIfir. 3.

1 i-7r\

THE CARNEGIE STEEL COMPANY, LIMITED.

EXPLANATION OF TABLES ON RIVETS

AND PIN^.

Pages 173 to 176 inclusive.

In transmitting strains tyy means of rivets, it is customary to
disregard the friction between the parts joined, as too micertain
an element to be relied upon to any extent. The rivets must
then be proportioned for the entire strain which is to be trans-
mitted from one plate, or group of plates, to the other, and they
must be of sufficient size and number to present ample resistance
to shearing and afford sufficient bearing area so as not to cause a
crushing of the metal at the rivet holes. This latter condition,
while generally observed for pins, is very often entirely over-
looked in riveted work. Its observance, in most cases of riveted
girders with single webs, determines the size and number of
rivets to be used, and frequently makes it necessary to adopt a
greater thickness of web than would otherwise be required.
Thus, if the web is -f^^^ thick, the rivets connecting the same
with the flange angles have a bearing value of only 85S0 lbs.
for a }i(^^ rivet, while their shearing value is =s 2 X 8810 = 6620
lbs. per rivet, the rivets being in double shear. G)nsequently,
while the usual thickness of web of floor beams for railway bridges
is )i^^, it sometimes becomes necessary, for shallow floor beams,
to increase this thickness to }^^^ and even }i^^f in order that the
pressure of the rivets upon the semi-intrados of the rivet holes
be not excessive, between the points of support of floor beam and
of application of the load, (in which space the transmission of
strain from web to flanges takes place).

The most usual pressures allowed upon rivet bearing are 15000
and 12000 lbs. per square inch, as assumed in the tables, the bear-
ing area being the diameter of hole multiplied by the thickness
of metal. The former pressure, though somewhat greater than is
generally allowed foi pins, is frequently used in riveted work in
consideration of the neglect of the friction betweer plates.

171

THE CARNEGIE STEEL COMPANY, LIMITED.

The heavy zig-zag Unes in tables on riyets, indicate the limit
at which bearing exceeds single shear. All yalues above these
lines are in excess of single shear, all values below are less than
single shear.

Fins must be calculated for shearing, bending and bearing
strains, but one of the latter two only, in almost every case,
determines the size to be used. The strain allowed upon pin-
bearing in bridges proportioned to a factor of safety of five, is
usually 12000 lbs., and the maximum fiber strain by bending,
15000 lbs. per square inch. When groups of bars are connected
to the same pin, as in the lower chords of truss bridges, the sizes
of bars must be so chosen and the bars so placed that at no
point on the pin will there be an excessive bending strain, on the
presumption that all the bars are strained equally per square inch.

The following examples will illustrate the use of the tables:

I. A pin in the bolster or end shoe of a bridge has to carry a
load of 40000 lbs. between two points of support ; what size of
pin is required, assuming the distance between points (t. e.,
centers) of support of bolster platos and centers of pressure of
end post plates = 2^^^ ?

Answer .-—Bending moment =s 20000 lbs. X 2X = 50000 inch
lbs., therefore 8X'^ pin required for 15000 lbs. fiber strain, since
the allowed moment for ^%^' = 50600, as per table.

II. Required the thickness of metal in the top chord or in a
post of a bridge, that will give sufficient bearing area to a 8^^^
pin having to transmit a strain of 60700 lbs., the allowed pressure
per square inch on bearing being 12000 lbs. maximum.

The bearing value of a 3^''^ pin for V thickness of plate :=

60700
40500 lbs. therefore the thickness of metal required ss s=

40500

\yi^^, or each of the two plates in the chord or post will have to

be J^^^ thick.

THE CARNEGIE STEEL COMPANY, LIMITED.

MAXIMUM BENDING- MOMENTS TO BE AL.
LOWED ON PINS FOR MAXIMUM FIBER
STRAINS OF 15000, 20000 AND 22600 LBS.
PER SQU^ JIE INCH.

Koment

for

8-15000.

Lbs. In.

Moment
for

8— aoooo.

Lbs. In.

1470
2100
2880
8830

4070
6320
7890
9710

11800
14100
16800
19700

23000
26600
30600
36000

89800
44900
60600
66600

63100
70100
77700
86700

94200
103400
113000
123800

Moment

for

8-22S0a

Lbs. In.

1960
2800
3830
6100

6630

8480

10600

12900

16700
18800
22400
26300

80700
36600
40800
46700

63000
69900
67400
76600

84200

93600

103600

1 14200

126700
137800
160700
164400

2210
3140
4310
6740

7460

9480
11800
14600

17700
21200
26200
29600 6%

84600
40000
46900
62600

Moment

for
8->15000
Lbs. In.

69600
67400
76800
84900

94700
106200
116600
128600

141400
166000
169600 1
186000112

Moment

for
8-20000
Lbs. In.

9}^

6

6X8

7

9

10

1

134200
146700
167800
170600

184100
198200
213100
228700

246000
262100
280000
298600

818100
338400
369600
381600

404400
428200
462900
478600

606200
631200
764000
904400

178900
194300
210400
227600

246400
264300
284100
304900

826700
349600
373300
898200

424100
461200
479400
608700

689200
670900J
603900
688000

673400

828400

1006400

1206900

1431400
1888600
2618800

1078600
1672600
1909900
216060033980003817100

Mommt

for
S— 22500

Lbs. In.

2013OO
218600
286700
266900

276 lOO
297300
819600
S48000

367600
393100
419900
447900

477100
607600
689300
672800

606600
642800
679400
717800

767600

931900

1131100

1366700

1609600
2207900
2940000

18886002207900

Remarks — The following is the formula for the flexure applied to pins :

S7rd8 SAd

■ or ■* — 7( —

32 ^^

M—

M— moment of forces for any section through pin,
S— strain per sq. in. in extreme fibers of pin at that section.
A=—area of section.
d-"diameter.
TT— 3.14159
The forces are assumed to act in a plane passing through the axis of the pin.
The above table gives the values of M for different diameters of pin, and for
three values of S.

If JH max. is known, an inspection of the table will therefore show what
diameter of pin must be used in order that S may not exceed 13000, 20000 or
22500 Ibs.j as the requirements of the case may be.

For Railroad Bridges proportioned to a factor of safety of 5, it is customary
to make S max. — 15000 lbs. in iron and — 20000 lbs. in steel.

THE CARNEGIE STEEL COMPANY, LIMITED.

BBABINQ- VALUES OF PINS

FOR ONE INCH THICKNESS OF PLATE.

(=Diameter of Pin xl'^^'X Strain per Square Inch.)

2

2%

2^
2^
2H

3

S}i

4

4X

iraaof
PiiL

8q. in.

Bearing
Yalnaftl

12,000 Lbs.

Per Sq. In.

lbs.

Bearing
Ytlue At

15,000 Lbs.

Per 8q. In.

lbs.

3.142
3.647
3.976
44301

4.909
6.412
6.940
6.492

7.069
7.670
8.296
8.946

9.621
10.32
11.06
11.79

12.67
13.36
1419
16.03

.786 12000

.994 13600
1.227 16000
1.486 16600

1.767 18000
2.074 19600
2.406 21000
2.761 22600

24000
26600
27000
28600

30000
31600
33000
34600

36000
37600
39000
40600

42000
43600
46000
4660Q

48000
49600
61000
62600 1 66600

16000
16900
18800
20600

22600
24400
26300
28100

30000
31900
33800
36600

37600
^9400
41300
43100

46000
46900
48800
60600

62600
64400
66300
68100

60000
61900
63800

4X
4?l.

6

6K

6X

6^
6H

6

en

6X
4

ireaof
Pin.

M. in.

Bearing
Yalne at

12,000 Lbs.

Per Sq. In.

lbs.

ex

7

7%

8

8X

9
10
11
12

16 90
16.80
17.72
18.67

1964
20.63
21.66
22.69

23.76
2486
2697
27.11

28.27
29.46
30.68
31.92

33.18
3447
36.79
37.12

38.48
44.18
60.27
66.76

63.62

78.64

96.03

113.10

64000
66600
67000
68600

60000
61600
63000
64600

66000
67600
69000
70500

72000
73600
76000
76600

78000
79600
81000
82600

84000

90000

96000

102000

108000
120000
132000
144000

Bearing
Yalneat

15,000 Lbs.

PerSq. In.

lbs.

6760C
6940C
7130C
7310C

7600C
769O0
78800
80600

82600
84400
86300
88100

90000
91900
93800
96600

97600

99400

101300

103100

106000
112600
120000
127600

186000
160000
166000
180000

STEEL COMPANY, LIMITED '

THE CARNEtilE STEEL COMPANY, LIMITED .

THE CARNEGIE STEEL COMPANY, LIMITED.

L

SPBOmOATIONS FOR CONSTRUCTIONAL IRON.

Oharactcii and !• All wrought iron must be tough, ductile, fibrous and of
^'"'^ uniform quality. Finished bars must be Uioroughly welded
during the rolling, and be straight, smooth and free from in-
jiuious seams, blisters, buckles, cracks or impetfect edges.

MANUFACTURE. 2. No speclfic process or provision of manufacture will be
demanded, provided the material fulfills the requirements of
these specifications.

STANDARD Test 8* "^^ tensile strength, limit of elasticity and ductility,
^*^^^ shall be determined from a standard test piece of as near ^
square inch sectional area as possible. The elongation shall
be measured on an original length of 8 inches.

Elastic Limit. 4> I^n of all grades shall have an elastic limit of not less
than 26,CO0 pounds per square inch.

High TEST OR 5. When tested in specimens cf uniform sectional area of at
TENSION Iron, j^^^ j^ square inch, taken from members which have been
rolled to a section of not more than 4}^ square inches, the
iron shall show a minimum ultimate strength of 50,000 pounds
per square inch, and a minimum elongation of 18 per cent, in
8 inches.

6. Specimens taken fi-om bars of a larger cross section than
4y^ square inches, will be allowed a reduction of 500 pounds
for each additional square inch of section, down to a minimum
of 48,000 pounds, and have an elongation of 15 per cent, in

8 inches.

Bendinqtest. 7. All iron for tension members must bend cold through
90 degrees to a curve whose diameter is not over twice the
thickness of the piece, without cracking. At least one sample
in three must bend through 180 degrees to this curve, without
cracking. When nicked on one side and bent by a blow from
a sledge, the fracture must be mostly fibrous.

Angle and 8. The same sized specimens taken from angle and other
°^""on7'*^'* shaped iron shaU have a minimum ultunate strength of 48,000
pounds per square inch, and a minimum elongation of 15 per
cent, in 8 inches.

177

THE CARNEGIE STEEL COMPANY, LIMITED.

9. Spedmens from angle and other shaped iron must hend
cold through 90 degrees to a ciurve whose diameter is not over
twice the thickness of the piece, without cracking.

Platu. 10. The same sized specimens, taken from plates 8 inches
to 21 inches in width, shall show a minimum ultimate strength
of 48,000 pounds per square inch, and a minimum elongation of
15 per cent, in 8 inches; plates from 24 inches to 86 inches
wide shall show a minimum ultimate strength of 46,000 pounds
per square inch, and elongate 10 per cent, in 8 inches ; plates
over 36 inches wide shall have a minimum elongation of 8 per
cent, in 8 inches.

11. Samples of plate iron shall stand bending cold through
90 degrees to a ctuve whose diameter is not over three times its
thickness, without cracking. When nicked and bent cold, the
fracture must be mostly fibrous.

VlivET Iron. 12. Rivet iron shall have the same physical requirements as
high test iron, and, in addition, shall bend cold 180 degrees to a
curve whose diameter is equal to the thickness of the rod
tested, without sign of fracture on the convex side.

^N Iron. IB. Spedmens taken from pin iron under 4 inches diameter
shall have a minimum ultimate strength of 50,000 pounds per
square inch, and dongate 15 per cent, in 8 inches. Rounds
over 4 inches diameter, having a minimum elongation of 10 per
cent, in 8 inches will be satisfactory.

FULL 8IZK 14. Full size pieces of flat, round or square iron not over
~"^' 4}^ inches in sectional area, shall have an ultimate strength of
60,000 pounds per square inch, and stretch 12)^ per cent, in the
body of the bar. Bars of a larger sectional area than 4}^
square inches, will be allowed a reduction of 1,000 pounds per
square inch, down to a minimum of 46,000 pounds per square
inch, and stretch 10 per cent, in the body of the bar.

VARIATION IN 15. The variation in cross section or weight of rolled
WEioHT. material of more than 2J^ per cent, from that specified, may
be cause for rejection.

THE CARNEGIE STEEL COMPANY, LIMITED.

SPEGIFIOATIONS FOR OONSTRUOTIONAL STEEL

procem op 1* Steel may be made by either the Open Hearth or Bes-
semer process.

Test Pieces. 2. The tensile strength, limit of elasticity and ductility shall
be determined from a standard test piece cut from the finished
material and planed or turned parallel ; the piece to have as
near 3^ square inch sectional area as possible, and elongation
to be measured on an original length of 8 inches ; two test
pieces to be taken from each heat or blovir of finished material »
one for tension and one for bending.

3. Every finished piece of steel shall be stamped on one
side near the middle with the blow number identifying the
melt ; and steel for pins shall have the melt number stamped
on the ends. Rivet and lacing steel, and small pieces for pin
plates and stiffeners, may be shipped in bundles securely wired
together, with the melt number on a metal tag attached.

Finish. 4. Finished bars must be free from injurious seams, flaws

or cracks and have a workmanlike finish.

GRADE OF STEEL. 5. Steel shall be of three grades : soft, medium, high.

SOFT Steel. 6. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of from 54,000
to 62,000 pounds per square inch ; elastic limit one-half the ulti-
mate strength ; minimum elongation of 26 per cent, in 8 inches ;
minimum reduction of area at fracture 50 per cent. This grade
of steel to bend cold 180 degrees flat on itself, without sign of
fracture on the outside of the bent portion.

MEDIUM Steel. 7. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of 60,000 to
68,000 pounds per square inch ; elastic limit one-half the ulti-
mate strength ; minimum elongation 20 per cent, in 8 inches;
minimum reduction of area at fracture, 40 per cent. This
grade of steel to bend cold 180 degrees to a diameter equal to
the thickness of the piece tested, without crack or flaw on the
outside of the bent portion.

1 "70

THE CARNEGIE STEEL COMPANY, LIMITED.

HioH STCEu 8. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of 66,000
pounds to 74,000 pounds per square inch ; elastic limit one-half
the ultimate strength; minimum elongation 18 per cent, in 8
inches; minimum reduction of area at fracture, 85 per cent.
This grade of steel to bend cold 180 degrees, to a diameter
equal to three times the thickness of the test piece, without
crack or flaw on the outside of the bent portion.

Fin 8TEEU 9. Pins made of either of the above mentioned grades
of steel, shall, on specimen test pieces cut firom finished mater-
ial, fill the physical requirements of the grade of steel from
which it is rolled, for ultimate strength, elastic limit and bend-
ing, but the elongation shall be decreased 5 per cent., and re-
duction of area at fracture 10 per cent, firom that specified.

VARIATION IN 10. The variation in cross-section or weight of more than
weiQMT. 21^ per cent, fi-om that specified, will be sufficient cause for
rejection.

FULL Size Tests !!• Full size tests of steel used for eye-bars shall not be re-

OF 8TEEL BARS, quifg^j ^q show morc than 10 per cent, elongation in the body

of the bar, and tensile strength not more than 4,000 pounds

below the minimum tensile strength required in specimen tests,

of the grade of steel from which it is rolled.

SPEOmOATIONS FOR CONSTRUOTIONAL OAST IRON.

1. Except where chilled iron is specified, ail castings shall be
tough gray iron, free from injurious cold shuts or blow holes,
true to pattern and of a workmanlike finish. Sample pieces 1
inch square cast from the same heat of metal in sand molds
shall be capable of sustaining on a clear span of 4 feet 6 inches
a central load of 600 pounds when tested in the rough bar.

SPEOIFIOiTIONS FOR WORKMANSHIP.

•nskotion. 1 • Inspection of work shall be made as it progresses, and at
as early a period as the nature of the work permits .

1 An

2. All workmanship must be first class. All abutting sor-
faces of compression members, except flanges of plate girders
where the joints are fully spliced, must be planed or turned to
even bearings sa that they shall be in such contact throughout
as may be obtained by such means. All finished surfaces
must be protected by white lead and tallow.

3. The rivet holes for splice plates of abutting members
shall be so accurately spaced that when the members are
brought into position the holes shall be truly opposite before
the rivets are driven.

4. Rollers must be finished perfectly round and roller-beds
planed.

RivKTt. S. The pitch of rivets in all classes of woric shall never ex-

ceed 6 inches, nor 16 times the thinnest outside plate, nor be
less than 8 diameters of the rivet. The rivets used shall gen-
erally be fi, ^ and Ji inch diameter. The distance between
the edge of any piece and the center of a rivet hole must never
be less thanl^t^ inches, except for bars less than 2}^ inches
wide. When practicable it shall be at least two diameters of
the rivet. Rivets must completely fill the holes, have fiiU
heads concentric with the rivet, of a height not less than .6
the diameter of the rivet, and in full contact with the surface,
or be countersunk when so required, and machine-driven
wherever practicable.

PuNCHiNQ. 6. The diameter of the punch shall not exceed by more
than z-i6 inch the diameter of the rivets to be used, and
all holes must be clean cuts without torn or ragged edges.
Rivet holes must be acctu^tely spaced ; the use of drift pins
will be allowed only for bringing together the several parts
forming a member, and they must not be driven with such force
as to disturb the metal about the holes.

7. Built members must, when finished, be true and fi%e from
twists, kinks, buckles, or open joints between the component
pieces.

Eye bars and 8. All pin-holes must be accurately bored at right angles to
OLM. jj^^ ^^j^ ^^ ^^^ members, unless otherwise shown in the draw-

181

THE CARNEGIE STEEL COMPANY, LIMITBD.

ings, and in ptcces not adjustable for length no variation of
more than i-^'i of an inch will be allowed in the length between
centers df pin-holes ; the diameter of the pin-holes shall not ex-
ceed that of the pins by more than 1-33 inch, nor by more than
X-50 inch for pins under 8^ inches diameter. Eye-bars must
be straight before boring ; the holes must be in the center of the
heads, and on the center line of the bars. Whenever eye-bars
are to be packed more than ^ of an inch to the foot of their
length out of parallel with the axis of the structure, they must
be bent with a gentle curve until the head stands at right angles
to the pin in their intended position before being bored. All

eye-bars belonging to the same panel, when placed in a pile,
must allow the pin at each end to pass through at the same
time without forcing. No welds will be allowed in the body
of the bar of eye-bars, laterals or counters, except to form the
loops of laterals, counters and sway rods; eyes of laterals,
stirrups, sway rods and counters must be bored; pins and lateral
bolts must be finished perfectly round and straight, and the
PILOT NUTS, party contracting to erect the work must provide pilot nuts
where necessary to preserve the threads while the pins are
being driven. Thimbles or washers must be used whenever
required to fill the vacant spaces on pins or bolts.

ANNEALiNQ. 9* ^^ all cases where a steel piece in which the full strength
is required has been partially heated the whole piece must be
subsequently annealed. All bends in steel must be made cold,
or if the degree of curvature is so great as to require heating,
the whole piece must be subsequently annealed.

PAINTING. 10. AH surfaces inaccessible after assembling must be well
painted or oiled before the parts are assembled .

11 . The decision of the engineer shall control as to the in-
terpretation of drawings and specifications during the execu-
tion of work thereunder, but this shall not deprive the con-
tractor of his ri^t to redress, after the completion of the
work, for an improper decision

1 tt'>

THE CARNEGIE STEEL COMPANY, LIMITED.

NOTES ON STEEL AND IRON.

1. The average weight of wrought iron is 480 lbs. per cubic
foot. A bar I inch square and 3 feet long weighs, therefore,
exactly 10 lbs. Hence :

To find the sectional area^ given the weight per foot :
Multiply by -j^.

To find the weight per foot ^ given the sectional area :
Multiply by l^,

2. The weight of steel is 2 per cent, greater than that of
wrought iron.

3. The center load, at which a bar of wrought iron I incli
square and 12 inches center to center of points of support will
give way, is very nearly one ton (of 2,240 lbs.)

4. Within the elastic limit, the extension and compression of
wrought iron is very nearly -njiTnr ®^ ^'^ length for a strain of
one ton (of 2,240 lbs.) per square inch.

For cast iron this ratio is 7^^ for tension, but becomes varia>
ble for compression.

5. The contraction or expansion of wrought iron under
changes of temperature is about ^^^qq of its length, for a varia-
tion of 15° Fahrenheit.

The strsun thus induced, if the ends are held rigidly fixed,
will be about one ton (of 2,240 lbs.) per square indh of cross.
section.

6. The coefficient of expansion of wrought iron, for lOO*'
Fahrenheit, is 0.000686. Therefore, for a variation in tempera,
ture of 125°, a bar of wrought iron 100 feet long will expand or
contract 1 .029 inches.

Conversely: A change in length of I inch per hundred feet
would be produced by a variation in temperature of I21 50
Fahrenheit.

7. The melting point of iron and steel is about as follows :

"Wrought iron, . 3,000° Fahrenheit.

Cast iron, .... 2,000° '•'

Steel, .... 2,-^00° "

. 8. The welding beat of wrought iron is 2,733° Fahrenheit

MISCELLANEOUS NOTES.

1. Thrust of arch per lineal foot :

I 5 wl2

Ts= — , in which wssload per square foot, n^

rise in arch in inches, and 1 =s span in feet.

2. Approximately the radius of gyration for a box section is
•^ the least side.

183

THE CARNEGIE STEEL COMPANY, LIMITED.

WOODEN PILLARS.

Extensive tests have been made at the Watertown Arsenal >
Mass., to determine the resbtance of wooden posts to crushing.
These tests, conducted partly by the U. S. Government and
partly by Prof. Lanza, furnish the most reliable data existing at
present on this subject

Ph>f. Lanza's experiments were made upon short rectangular
blocks and upon circular posts such as are commonly iised in
mills. In diameter the latter ranged from 6^ to lo^ inches,
in some cases tapering slightly towards the top. They were
from 2 to 14 feet in length and were tested with flat ends.

The following are the results thus obtained :
ULTIMATE RESISTANCE TO COMPRESSION.

POUN

[DS PER SQUARE INCH.

CHDOFTTIBIR.

1AI]¥1JH.

nmniM.

miN.

WMteOal[, . . .
Yellow Pino, . . .

4450
5452

3006
3604

8470
4544

The timber employed in these tests ^was neither green nor
thoroughly seasoned. It was selected so as to fairly represent its
condition as ordinarily used for constructional purposes.

Prof. Lanza made fruther a series of tests upon old and thor-
oughly seasoned mill posts of white oak, some varying from 6^
inches diameter at the base to 5 V' inches at the top, and others
having a uniform diameter of about 10 inches. They were ap-
proximately from 12 to 14 feet in length. For the ultimate
resistance to compression in this case he obtained an average
value of 3)957 pounds per square inch. It is to be noted that
this result is only about 14 per cent in excess of the mean
value given above for similar posts of white oak of the character
there described.

In all the foregoing tests, failure took place by direct crushing,
the bending of tiie post being too inconsiderable to materially
affect the result.

The other series of tests conducted at the Watertown Arsenal,
was made upon rectangular posts with flat ends having a length
of from 5 to 28 feet, and ranging in sectional area from 27 to 140
square inches.

The results may be o^eneralized as follows, calling — the ratio

of length of post to least side of cross-section, and f the ultimate
resistance to compression, in pounds per square inch :

1 Q/1

THE *CARNEGIE STEEL COMPANY, LIMITED.

WHITE PINE.

YELLOW PINE.

1

1

f

Ratio of

1

f

Ratio of

S

Deonase.

s

Boorease.

OtolO

2500

1.00

0iol5

4000

1.00

10 "85

2000

0.80

15 « 30

3500

0.88

35 "45

1500

0.60

30 "40

3000

0.75

45 "60

1000

a40

40 "45

2500

0.63

45 "50

2000

0.50

50 "60

1500

0.38

Experiments upon white oak posts of such lengths have up to
the present time not been made. Probably values fix>m 75 per
cent, to 80 per cent of those given for yellow pine may be safely
assiuned.

WOODEN BEAMS.

The following is a general summary of the results obtained by
Prof. Lanza from numerous experiments upon wooden beams.

They were of an average section of about 12x4 inches and
were tested for mean span lengths of about 18 feet :

UMD or TIMRER.

,.d»i^.fEupt.».4^ggjSZKSr^

Maximam.

Minimum.

Mean.

Spruce, . . .
White Pine, . .

Yellow Pine, . .

5878

6415

7659

11360

2995
3438
4984
5092

4884
4808
6075
7292

The above statement of the maximum and minimum values
does not consider the results obtained in a few isolated cases for
which the conditions were radically different than for the others.
It was found that the beams frequently gave way through longi-
tudinal shearing near the neutral axis, though this was not as
common a source of failure as breaking across the grain.

For spruce, the mean intensity of the shearing strains, for
beams that failed in this manner, was 191 lbs., and for yellow
pine 248 lbs. For beams that failed otherwise, the mean inten-
sity of shearing strains at the moment of rupture was very nearly
the same.

The conclusion appears, therefore, to be warranted that for
soft timber there is an almost equal tendency for beams to fail by
shearing longitudinally at the neutral axis, as by the tearing of the
outside fibers.

Owing to the wide range of the results obtained and the
generally erratic behavior of timber subjected to strains, Pro£
Lanza recommends the following values for Moduli of Rupture
to be adopted in practice :

_

THE CABNEGIE STEEL COMPANY, LIMITED.

Spruce and White pine, .... 3,000 lbs.

Oak, . • 4,000 "

Yellow pine, . . , . . 5, 000 "

These values are lower than heretofore in use and a safety
factor of 4, on the basis of these values, may be assumed as
ample f<^ all cases.

The following table has been calculated for extreme fibre
strains of 750 lbs. per square inch :

SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR RECT-
ANGULAR SPRUCE OR WHITE PINE BEAMS.

ONE INCH THICK.

(For oak, increase values in table by W.)
(For yellow pine, increase values in table oy ^.)

1^

DEPTH OP BEAM.

6'

7"

8"
1070

9"

1350

10"

1670

11"

13"

18"
2820

14"
3270

16"

3750

16"

6

600

820

2020

2400

4270

6

500

680

890

1120

1390

1680

2000

2350

2730

3120

a560

7

430

580

760

960

1190

1440

1710

2010

2330

2680

3050

8

380

510

670

840

1040

1260

1500

1760

2040

2340

2670

9

330

460

590

750

930

1120

1330

1560

1810

2080

2370

10

300

410

530

670

830

1010

1200

1410

1630

1880

2130

11

270

370

490

610

760

920

1090

1280

1490

1710

1940

12

250

340

440

560

690

840

1000

1180

1360

1560

1780

13

230

310

410

520

640

780

930

1080

1260

1440

1640

14

210

290

380

480

590

720

860

1010

1170

1340

1530

15

200

270

360

450

560

670

800

940

1090

1250

1420

16

190

260

330

420

520

630

750

880

1020

1180

1330

17

180

240

310

400

490

590

710

830

960

1100

1260

18

170

230

290

370

460

560

670

780

910

1040

1190

19

160

210

280

360

440

530

630

740

860

990

1130

20

150

200

270

340

420

510

600

710

820

940

1070

21

140

190

260

320

390

480

570

670

780

890

1020

22

140

190

240

310

380

460

540

640

740

850

970

23

130

180

230

290

360

440

520

610

710

810

920

24

130

170

220

280

350

420

500

590

680

780

890

25

120

160

210

270

330

410

480

560

660

750

860

26

110

160

210

260

320

890

460

540

630

720

820

zr

110

150

200

250

310

370

440

520

610

690

790

28

110

140

•190

240

300

360

430

500

580

670

760

29

110

140

180

230

290

350

410

490

560

640 740

To obtain the safe load for any thickness : Multiply values for
I inch by thickness of beam.

To obtain the required thickness for any load : Divide by safe
load for I inch.

iflfi

THE CARNEGIE STEEL COMPANY, LIMITED,

STRENGTH OF MATERIALS.

ULTIMATE RESISTANCE TO TENSION

IN LBS. PER SQUARE INCH.

METALS AND ALLOYS.

Aluminum Bronze, AVERAGE,

lo per cent Al. and 90 per cent. G>pper, . 85O0O

iX " " 98X " " • . 28000

Brass, cast, 18000

" wire, 49000

Bronze or gun metal, 36000

Copper, cast, 19000

" sheet, 30000

" bolts, 36000

« wire, (unannealed,) 60000

Iron, cast, 13400 to 29,000, 16600

" wrought, round or square bars of I to 2 inch

diameter, double refined, . . 60000 to 64000
" wrought, specimens y^ inch square, cut from large

bars of double refined iron, . . 60000 to 53000
** wrought, double refined, in large bars of about 7

square inches section, 46000 to 47000

" wrought, universal mill plates, angles and other

shapes, 48000 to 6100O

«* wrought plates over 36^'' wide, . 46000 to 6000O

The modulus of elasticity of Union Iron Mills' doable refined
bar iron is 25000000 to 27000000 from tests made on finished
eye bars.

Iron, wire, 70000 to 100000

" wire ropes, , 90000

Lead, sheet, 3300

Steel, 66000 to 120000

Tin, cast, 4600

Zinc, 7000 to 8000

187

THE CARNEGIE STEEL COMPANY, LIMITED.

STBENGKTH OF MATEBIALS.--Continaed.

TIMBER, SEASONED, AND OTHER ORGANIC FIBER.
Taken largely from Trautwine's pocket book, (edition of l888.)

AVERAGE.

Ash, English, 17000

'* American, 16000

Beech, *' 16000 to 18000

Birch, 16000

Cedar of Lebanon, 11400

" American, red, 10300

Fir or Spruce, 10000

Hempen Ropes, 12000 to 16000

Hickory, American, ....... 11000

Mahogany, 8000 to 21800

Oak, American, white, .... 10000 to 18000

" European, 10000 to 19800

Pine, American, white, red and pitch, Memel, Riga, . 10000

« « long leaf yellow, . 12600 to 19200

Poplar, 7000

Silk fiber, 52000

Walnut, black, . 16000

STONE, NATURAL AND ARTIFICIAL.

Brick and Cement, 280 to 300

Glass, 9400

Slate, ...... 9600tol2800

Mortar, ordinary, 50

ULTIMATE RESISTANCE TO COMPRESSION.

METALS.

Brass, cast, . . ..... 10800

Iron, " 82000 to 146000

« wrought, 36000 to 40000

■• oo

THE CARNEGIE STEEL COMPANY, LIMITED.

STRENGTH OF MATERIALS.— Continued.

TIMBER, SEASONED, COMPRESSED IN THE
DIRECTION OF THE GRAIN.

Taken largely from Trautwine*s pocket book, (edition of 1888.)

AVERAGE.

Ash, American, ....... 6800

Beech, « 7000

Birch, 8000

Cedar of Lebanon, . . . 590O

** American, red, 6000

Chestnut, ......... 6900

Deal, red, 6500

Fir or Spruce, . 5000

Hickory, 8000

Oak, American, white, ...... 7000

« British 10000

" Dantzig, 7700

Pine, American, white, 5400

" " long leaf yellow, .... 8600

Walnut, black, 8000

STONE, NATURAL AND ARTIFICIAL.

Brick, weak, 660 to 80O

" strong, 1100

"fire, 1700

Brickwork, ordinary, in cement, . . . 800 to 600

"best, 1000

Granite, 6000 to 18000

Limestone, 4000 to 16000

Sandstone, ordinary, .... 2600 to 10000

ULTIMATE RESISTANCE TO SHEARING.

METALS.
Iron, cast, 26000

" wrought, along the fiber, ..... 46000

TIMBER, SEASONED, ALONG THE GRAIN.

White Pine, Spruce, Hemlock, . . . 260 to 600

Yellow Pine, long leaf, 800 to 600

<^ak, 400 to 700

THE CARNEGIE STEEL COMPANY, LIMITED.

IiIlTEAB EXFAirSION OF SUBSTANCES

BY HEAT.

To find the increase in the length of a bar of any material due
to an increase of temperature, multiply the number of degrees
of increase of temperature by the coefficient for 100 degrees and
by the length of the bar, and divide by 100.

Name of Substance.

Goe£dentforlOO«

Coafflident for 180<>

Fahronlwit, or 100

CtntigrMl*.

Bay wood, (in the direction of the J

.00026

TO

.00046

TO

grain, dry,) - - -|

.00031

.00057

Brass, (cast,) -

.00104

.00188

" (wire,)

.00107

.00193

Brick, (fire,) -

.0003

.0005

Cement, (Roman,) -

.0008

.0014

Copper,

.0009

.0017

Deal, (in the direction of the grain, f

.00024

.00044

dry,) - - . -1

Glass, (English flint,) -

.00046

.00081

" (French white lead,)

.00048

.00087

Gold,

.0008

.0016

Granite, (average,)

.00047

.00085

Iron, (cast,) - - - -

.0006

.0011

" (soft forged,)

.0007

.0012

« (wire,) ....

.0008

.0014

Lead,

.0016

.0029

f

.00036

.00066

Marble, (Carrara,) • - - <

TO

TO

1

.0006

.0011

Mercury,

.0033

.0060

Platinum, - . . .

.0005

.0009

r

.0006

.0009

Sandstone, . - - . J

TO

TO

1

.0007

.0012

Silver,

.0011

.002

Slate, (Wales,)

.0006

.001

Water, (varies considerably with f
the temperature,) . - \

.0086

.0155

1 an

THE CARNEGIE STEEL COMPANY, LIMITED.

ABBAS OF FLAT BOIiLED BABS,

For Thicknesses from ^ In. to 2 in. and Widths

from 1 In. to 12X In.

ndchuss
aIilAm.

i

i

A

\

iiV

J*
A

li

}A
If
lA
U

lA
If

}^
1*

m
J*

v*

IJi"

IK"

IK"

2"

2Ji"

2>i"

2^"

.063

.078

.094

.109

.125

.141

.156

.172

.125

.156

.188

J819

.250

.281

.818

J44

.188

.234

.281

.828

.375

.422

.469

.516

.250

.313

.375

.438

.500

.563

.625

.688

.818

.391

.469

.547

.625

.703

.781

.859

.875

.469

.563

.656

.750

.844

.1)88

1.08

.438

.547

.656

.766

.875

.984

1.09

1.20

.500

.625

.750

.875

1.00

1.13

1.25

1.88

.563

.703

.844

.984

1.13

1.27

1.41

1.55

.625

.781

.938

1.09

IJ^

1.41

1.56

1.72

.688

.859

1.03

IJBO

1.38

1.55

1.72

1.89

.750

.938

1.18

1.31

1.50

1.69

1.88

2.06

.813

1.02

1JB2

1.42

1.63

1.83

2.03

2.23

.875

1.09

1.31

1.53

1.75

1.97

2.19

2.41

.938

1.17

1.41

1.64

1.88

2.11

2.34

2.58

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

1.06

1.33

1.59

1.86

2.18

2.89

2.66

2.92

1.13

1.41

1.69

1.97

2J^

2.58

2.81

8.09

1.19

1.48

1.78

2.08

2.38

2.67

2.97

8J87

1.25

1.56

1.S8

2.19

2.50

2.81

8.18

3.44

1.31

1.64

1.97

2.30

2.63

2.95

8J88

8.61

1.38

1.72

2.06

2.41

2.75

8.09

8.44

8.78

1.44

1.80

2.16

2.52

2.88

8.23

3.59

8.95

1.50

1.88

2.25

2.63

3.00

3.38

3.75

4.13

1.56

1.95

2.34

2.73

3.18

8.52

8.91

4.30

1.63

2.03

2.44

2.84

3.25

8.66

4.06

4.47

1.69

2.11

2.53

2.95

3.38

3.80

4.22

4.64

1.75

2.19

2.63

3.06

8.50

3.94

4.38

4.81

1.81

2J87

2.72

3.17

3.68

4.08

4.58

4.98

1.88

2.34

2.81

3.28

8.75

4.22

4.69

5.16

1.94

2.42

2.91

3.39

3.88

4.36

4.84

5.83

2.00

•

2.60

3.00

3.50

4.00

4.50

5.00

5.50

.750
1.50
2JB5
8.00

8.76
4.50
5.25
6.00

6.75
7.50
8J85
9.00

9.76
10.50
\\53b
12.00

12.76
18.50
14.25
15.00

15.76
16.50
17J25
18.00

18.76
19.50
20JB5
21.00

21.76
22.60
28J25
24.00

ipi

THE CARNEGIE STEEL COMPANY, LIMITED.

AREAS OP PLAT ROLLED BARS.

(continued.)

Thieknon
in Inches.

i
i

ii
f

1

3"

BH"

3K"

3Ji"

4//

4Ji"

4K"

4%''

.188

.208

JB19

.284

JS50

JB66

.281

.297

.875

.406

.488

.469

.500

.581

.568

.594

.568

.609

.656

.703

.750

.797

.844

.891

.750

.818

.875

.988

1.00

1.06

1.18

1.19

.988

1.02

1.09

1.17

1.25

1.88

1.41

1.48

1.18

1.22

1.81

1.41

1.50

1.59

1.69

1.78

1.81

1.42

1.53

1.64

1.75

1.86

1.97

2.08

1.50

1.68

1.75

US

2.00

2.18

2.25

2.88

1.69

1.88

1.9?

2.11

2.25

2.89

2.58

2.67

1.88

2.03

2.19

2.84

2.50

2.66

2.81

2.97

2.06

2.28

2.41

2.58

2.75

2.92

8.09

8.27

2.25

2.44

2.68

2.81

8.00

8.19

8.88

8.56

2.44

2.64

2.84

8.05

8.25

8.45

8.66

8.86

2.68

2.84

8.06

8.28

8.50

8.72

8.94

4.16

2.81

8.05

8.28

8.52

8.75

8.98

4.22

4.45

8.00

8.25

8.50

8.75

4.00

4.25

4.50

4.75

8.19

8.45

8.72

8.98

4.25

4.52

4.78

5.05

8.88

8.66

8.94

4.22

4.50

4.78

5.06

5.84

8.56

8.86

4.16

4.45

4.75

5.05

5.84

5.64

8.75

4.06

4.88

4.69

5.00

5.81

5.68

5.94

8.94

4J87

4.59

4.92

5.25

5ii8

5.91

6.28

4.18

4.47

4.81

5.16

5.50

5.84

6.19

6.58

4.81

4.67

5.08

5.39

5.75

6.11

6.47

6.88

4.50

4.88

5.25

5.68

6.00

6.88

6.75

7.18

4.69

5.08

5.47

5.86

6.25

6.64

7.08

7.42

4.88

5JS8

5.69

6.09

6.50

6.91

7.81

7.72

5.06

5.48

5.91

6.38

6.75

7.17

7.59

8.02

5.25

5.69

6.18

6.56

7.00

7.44

7.88

8.81

5.44

5.89

6.84

6.80

7J85

7.70

8.16

8.61

5.68

6.09

6.56

7.08

7.50

7.97

8.44

8.91

5.81

6.80

6.78

7.27

7.75

8.28

8.72

9.20

6.00

6.50

i

7.00

7.50

8.00

8.50

9.00

9.50

12'^

.750
1.50
2.25
8.00

8.75
4.50
5.25
6.00

6.75
7.50
8J^
9.00

9.75
10.50
11.25
12.00

12.75
18.50
14JB5
15.00

15.75
16.50
17J85
18.00

18.75
19.50
20.25
21.00

21.75
22.50
23.25
24.00

THE CARNEGIE STEEL COMPANY, LIMITED.

AREAS OF FLAT ROLLED BARS.

(continued.)

Uddmea
minfihes.

I

I

5"

5K"

6>i"

.818

.828

.844

.626

.666

.688

.938

.984

1.08

1.26

1.81

1.88

1.66

1.64

1.72

1.88

1.97

2.06

2.19

2.80

2.41

2.60

2.68

2.76

2.81

2.96

8.09

8.13

8.28

8.44

8.44

8.61

3.78

8.76

8.94

4.18

4.06

4.27

4.47

488

4.69

4.81

4.69

4.92

6.16

6.00

6.26

6.60

6.81

6.68

6.84

6.68

6.91

6.19

6.94

6.28

6.63

6.26

6.66

6.88

6.66

6.89

7J22

6.88

7.22

7.66

7.19

7.66

7.91

7.60

7.^8

8.26

7.81

8.20

8.69

8.13

8.68

8.94

8.44

8.86

9.28

8.76

9.19

9.68

9.06

9.62

9.97

9.88

9.84

10.31

9.69

10.17

10.66

10.00

10.60

11.00

6K"

.869
.719
1.08
1.44

1.80
2.16
2.62
2.88

8.28
8.69
8.96
4.81

4.67
6.08
6.89
6.76

6.11
6.47
6.83
7.19

7.66
7.91
8.27
8.63

8.

9.34

9.70

10.06

10.42
10.78
11.14
11.60

6"

e)i''

6^^'

6?^"

.876

.891

.406

.422

.760

.781

.813

.844

1.13

1.17

1.22

1J87

1.60

1.66

1.68

1.69

l.H<

1.95

2.08

2.11

2.26

2.34

2.44

2.63

2.63

2.78

2.84

2.95

8.00

8.18

8J^

8.88

8.88

8.62

8.66

8.80

3.76

8.91

4.06

4.22

4.13

4.30

4.47

4.64

4.60

4.69

4.88

6.06

4.88

5.08

6J38

6.48

6.25

5.47

5.69

5.91

5.68

5.86

6.09

6.83

6.00

6.26

6.60

6.76

6.88

6.64

6.91

7.17

6.76

7.03

7.81

7.69

7.13

7.42

7.72

8.02

7.50

7.81

8.13

8.44

7.88

8J80

8.68

8.86

8.26

8.69

8.94

9Jg8

8.68

8.98

9.84

9.70

9.00

9.88

9.76

10.18

9.88

9.77

10.16

10J6

9.76

10.16

10.56

10.97

10.18

10.56

10.97

11.89

10.60

10.94

11.88

11.81

10.88

11.88

11.78

12.28

11.26

11.72

12.19

12.66

11.63

12.11

12.69

18.08

12.00

12.50

18.00

18.60

12"

.750
1.60
2.25
8.00

8.75
4.60
5J36
6.00

6.76
7.60
8.26
9.00

9.75
10.60
11.26
12.00

12.76
13.60
14JB6
15.00

16.75
16.60
17JB5
18.00

18.75

21.00

21.75
22iO
28i5
24i)0

■««■•

THE CARNEGIE STEEL COMPANY, LIMITED.

AREAS OF FLAT ROLLED BARS.

(continued.)

^luekiiM

7//
.488

iaLioket.

aV

X

.876
1.81

i

1.75

A

2.19

f

2.68

T^

8.06

Y

8.50

tV

8.94

«

4.8H

H

4.81

i

5J^

«

5.69

i

6.18

H

6.56

1

7.00

ItV

7.44

U

7.8H

lA

8.81

U

8.76

lA

9.19

U'

9.63
10.06

u

10.50

lA

10.94

If

11,88

Irt

11.81

If

12J85

!«

12.69

1*

18.13

Hi

18.56

2

14.00

7H''

7K"

7J^"

8"

.458
.906
1.86
1.81

.469
.988
1.41
1.88

.484
.969
1.45
1.94

.500
1.00
1.60
2.00

2.27
2.72
8.17
8.68

2.84

2.81
8.28
8.75

2.42
2.91
8.89
3.88

2.60
8.00
8.50
4.00

4.08
4.58
4.98
5.44

4JB2
4.69
5.16
5.68

4.86
4.84
5.88

5.81

4.50
5.00
5.60
6.00

5.89
6.84
6.80
7.25

6.09
6.56
7.08
7.50

6.80

6.78
7.27
7.76

6.50
7.00
7.60
8.00

7.70
8.16
8.61
9.06

7.97
8.44
8.91
9.88

8Jg8
8.72
9JB0
9.69

8.50

9.00

9.60

10.00

9.62

9.97

10.42

10.88

9.84
10.81
10.78
IIJ^

10.17
10.66
11.14
11.68

10.50
11.00
11.50
12.00

11.88
11.78
12JB8
12.69

11.72
12.19
12.66
18.13

12.11
12.59
18.08
18.56

12.50
13.00
13.60
14.00

18.14
18.59
14.06
14.50

18.59
14.06
14.58
16.00

14.05
14.58
15.02
15.60

14.50
15.00
16.60
16.00

BH"\m''^K"

.516
1.08
1.66
2.06

2.58
8.09
8.61
4.18

4.64
5.16
5.67
6.19

6.70
7J82
7.78
8Jg5

8.77

9Jg8

9.80

10.31

10.88
11.84
11.86
12.88

12.89
13.41
13.92
14.44

14.95
15.47
16.98
16.60

.631
1.06
1.69
2.13

2.66
8.19
8.72
4.26

4.78
6.81
5.84
6.38

6.91
7.44
7.97
8.60

9.08

9.66

10.09

10.63

11.16
11.69
12.22
12.75

13.28
18.81
14.84
14.88

15.41
15.94
16.47
17.00

.647
1.09
1.64
2.19

2.78
3.28
8.83
4.38

4.92
5.47
6.02
6.66

7.11
7.66
8.20
8.76

9.30

9.84

10.39

10.94

11.48
12.03
12.68
13.13

13.67
14.22
14.77
15.31

15.86
16.41
16.95
17.60

12"

.761
1.50
2.25
8.00

3.75
4.50
5.26
6.00

6.75
7.60
8.26
9.00

9.76
10.50
11.26
12.00

12.75
13.50
14.25
16.00

15.76
16.60
17.25
18.00

18.75
19.60
20JB5
21.00

21.75
22.50
23.25
24^00

THE CARNEGIE STEEL COMPANY, LIMITED.

AREAS OF FLAT ROLLED BARS.

(continued.)

Thiekiun
inlndiM.

A
J

A

A

i

A
*

f

1

9''

9H"

.663
1.13
1.69
2.26

.678
1.16
1.73
2.81

2.81
3.38
3.94
4.60

2.89
3.47
4.06
4.68

5.06
6.68
6.19
6.75

6.78
6.36
6.94

7.81
7.88
8.44
9.00

7.62
8.09
8.67
9J36

9.66
0.13

9.88
10.41

9K''

1.26

1.81
2.88
2.94
3.50

4.06
4.68
5.19
5.75

6.31

6.88
7.44
8.00

11.66

12.14
12.72
13.80

13.88

14.46
15.03
15.61
16.19

16.77
17.34
17.92
18.50

.694
1.19
1.78
2.88

2.97
8.56
4.16
4.76

6.34
6.94
6.63
7.13

7.72
8.31
8.91
9.50

10.09
10.69
11.28
11.88

12.47
13.06
13.66
14.26

14.84
15.44
16.03
16.63

17.22
17.81
18.41
19.00

9K"

.609
1.22
1.83
2.44

3.05
8.66
4J87
4.88

6.48
6.09
6.70
7.31

7.92
8.63
9.14
9.75

10.36
10.97
11.58
12.19

12.80
13.41
14.02
14.63

15.23
15.84
16.45
17.06

icy'lioj"

.626
1.26

1.88
2.60

8.18
8.76
4.38
6.00

6.68
6J^
6.88
7.60

8.18

8.76

9.88

10.00

10.68
11.25
11.88
12.50

13.18
18.75
14.38
16.00

.641
1.28
1.92
2.66

8JB0
8.84
4.48
6.18

6.77
6.41
7.06
7.69

8.88

8.97

9.61

10.26

10.89
11.68
12.17
12.81

18.46
14.09
14.78
15.38

16.68 16.02

16.26 16.66

16.88 17.30

17.50 17.94

17.67 18.13

18.28 18.75

18.89 ,19.38

19.50 20.00

18.68
19.22
19.86
20.60

lOJ^' lOj"

.666
1.31
1.97
2.63

.672
1.34
2.02
2.69

3Jk»
8.94
4.69
6J36

8.36
4.03
4.70
5.88

6.91
6.66
7J22
7.88

6.06
6.72
7.89
8.06

8.68

9.19

9.84

10.60

8.78

9.41

10.08

10.75

11.16
11.81
12.47
13.18

11.42
12.09
12.77
18.44

13.78
14.44
16.09
16.76

14.11
14.78
15.45
16.18

16.41
17.06
17.72
18.38

16.80
17.47
18.14
18.81

19.08
19.69
20.84
21.00

19.48
20.16
20.83
21.60

12"

.75C
1.50
2i5
8.00

8.75
4.50
6i5
6.00

6.75
7i0
8i6
9.00

9.75
10.50
11.26
12.00

12.76
18i0
14.25
16.00

16.76
16i0
\lS3b
18.00

18.76
19i0
20.26
21.00

21.75
22.60
28JS5
24.00

10R

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEAS OF FLAT BOLLED BABS.

(continued.)

Thidmeas
in Inches.

1

i

I

A
♦

i

?

11"

.688
1.38
2.06
2.76

3.44
4.13
4.81
5.60

6.19
6.88
7^6
8.25

8.94
9.63
0.31
1.00

1.69
2.38
3.06
8.76

4.44
5.13
6.81
6.60

7.19
7.88
8.56
9JB5

19.94
20.63
21.31
22.00

Hi'

llj"

115"

.703
1.41
2.11
2.81

.719
1.44
2.16

2.88

.734
1.47
2.20
2.94

3.52
4JB2
4.92
5.63

3.69
4.31
5.03
6.76

8.67
4.41
6.14
5.88

6.33
7.03
7.73
8.44

6.47
7.19
7.91
8.63

6.61
7.34
8.08
8.81

9.14

9.84

10.66

11J86

9.84
10.06
10.78
11.60

9.66
10Jg8
11.02
11.76

11.95
12.66
13.36
14.06

12J82
12.94
13.66
14.38

12.48
13JB2
13.96
14.69

14.77
16.47
16.17
16.88

15.09
16.81
16.63
17.25

16.42
16.16
16.89
17.63

17.58
18.28
18.98
19.69

17.97
18.69
19.41
20.13

18.36
19.09
19.83
20.66

20.39
21.09
21.80
22.50

20.84
21.66
22.28
23.00

21.30
22.03
22.77
23.50

12"

.760
1.50
2J^
3.00

3.76
4.50
6JB6
6.00

6.76
7.50
8.25
9.00

9.75
10.60

12.00

12.75
13.60
14.25
16.00

16.75
16.50
17J86
18.00

18.76
19.50
20.25
21.00

21.75
22.50
23.26
24.00

121" 12J"

12}"

.766
1.63
2.30
8.06

.781
1.66
2.34
3.13

.797
1.59
2.39
3.19

8.83
4.69
6.36
6.13

8.91
4.69
5.47
6.25

8.98
4.78
6.68
6.38

6.89
7.66
8.42
9.19

7.03
7.81
8.69
9.38

7.17
7.97
8.77
9.66

9.95
10.72
11.48
12.25

10.16
10.94
11.72
12.60

10.36
11.16
11.96
12.76

13.02
13.78
14.56
16.31

13Jg8

14.06
14.84
16.63

13.66
14.34
15.14
16.94

16.08
16.84
17.61
18.38

16.41
17.19
17.97
18.76

16.73
17.63
18.33
19.13

19.14
lt>.91
20.67
21.44

19.53
20.31
21.09
21.8^

19.92
20.72
21.52
22.31

22.20
22.97
23.73
24.60

22.66
23.44
24.22
25.00

23.11
23.91
24.70
25.60

ii

i

3^

S.X

X

•Si m

5M

•S g CO

2caS
C "^ o

1QR

THE CARNEGIE STEEL COMPANY, LIMITED.

WBIQHTS OF FLAT BOLLED BARS.

PCR LINCAL FOOT.

For thicknesses from

^9 in. to 2 UL

&nd Widths from 1 m.

tol2|^

in.

ThittkoMt
iniAolMt.

v

IX^'

\A''

XH''

2^^

2X^^

2X^^

2^^^

12^^

J

.838
.850

.797
1.06

.957
1.28

1.11
1.49

1.28
1.70

1.44
1.91

1.59
2.12

1.75
2.84

7.66
10.20

1

1.06
1.28
1.49
1.70

1.33
1.59
1.86
2.12

1.59
1.92
2.23
2.55

1.86
2.23
2.60
2.98

2.12
2.55
2.98
3.40

2.39
2.87
8.35
3.83

2.65
8.19
8.72
4.25

2.92
8.51
4.09
4.67

12.75
15.30
17.85
20.40

t

fi

1.92
2.12
2.84
2.55

2.39
2.65
2.92
3.19

2.87
3.19
3.51
8.83

8.35
8.72
4.09
4.47

8.88
4.25
4.67
5.10

4.30
4.78
5.26
5.75

4.78
5.81
5.84
6.38

5.26
5.84
6.48
7.02

22.95
25.50
28.05
80.60

II

2.76
2.98
3.19
3.40

3.45
3.72
3.99
4.25

4.14
4.47
4.78
5.10

4.84
5.20
5.58
5.95

5.58
5.95
6.38
6.80

6.21
6.69
7.18
7.65

6.90
7.44
7.97
8.50

7.60
8.18
8.77
9.85

l{8.15
85.70
88.25
40.80

1^

15

3.61
3.83
4.04
4.25

4.52
4.78
5.05
5.31

5.42
5.74
6.06
6.38

6.82
6.70
7.07
7.44

7.22

7.65
8.08
a50

8.18
8.61
9.09
9.57

9.08

9.57

10.10

10.68

9.98
10.52
11.11
11.69

48.35
45.90
48.45
51.00

^'A

4.46
4.67
4.89
5.10

5.58
5.84
6.11
6.38

6.69
7.02
7.84
7.65

7.81

ai8

a56
8.98

a98

9.35

9.78

10.20

10.04
10.52
11.00
11.48

11.16
11.69
12.22
12.75

12J87
12.85
18.44
14.08

58.55
56.10
58.65
61JS0

IS

5.32
5.52
5.74
5.95

6.64
6.90
7.17
7.44

7.97
8.29
8.61
8.93

9.30

9.67

10.04

10.42

10.68
11.05
11.47
11.90

11.95
12.48
12.91
18.40

18.28
13.81
14.34
14.88

14.61
15.19
15.78
16.87

68.75
66.80
68.85
71.40

111

6.16
6.38
6.59
6.80

7.70
7.97
8.24
8.50

9.24

9.57

9.88

10.20

10.79
11.15
11.53
11.90

12.38
12.75
13.18
13.60

18.86
14.84
14.83
15.30

15.40
15.94
16.47
17.00

16.95
17.58
18.12
ia70

78.95
76.50
79.05
81.6Q

1 n-7

rJ

THE CARNEGIE STEEL COMPANY, LIMITED.

WBIQHTS OF FLAT BOLIiElD BARS.

PCR LINCAL poor.

(continued.)

nieknen
ininelMt.

5

^
H

«

2

8^^

1.91
2.55

8.19
8.88
4.46
5.10

6.74
6.88
7.02
7.66

a29

8.98

9.67

10.20

[0.84
1.48

12.12
12.75

18.89
14.08
14.66
L5.80

16.94
16.68
L7.22

17.86

.a49

.9.13

9.77

20.40

8X

//

2.07
2.76

8.46

4.16
4.88
6.68

6Jg2
6.91
7.60
a29

a98

9.67

10.36

11.06

11.74
12.48
18.12
18.81

14.60
16.20
16.88
16.68

17J27
17.96
18.66
19.34

20.08
20.72
21.41
22.10

V^

2.28

2.98

8.72

4.47
6.20
6.96

6.70
7.44

ais

a93

9.67
10.41
11.16
11.90

12.66
13.39
14.13
14.87

16.62
16.36
17.10
17.86

18.60
19.34
2a08
20.83

21.67
22.31
23.06
23.80

//

8^

2.39
8.19

3.99
4.78
6.68
6.88

7.17
7.97
8.76
9.67

10.36
11.16
11.96
12.76

13.66
14.34
16.14
16.94

16.74
17.63
18.33
19.13

19.92
20.72
21.61
22.32

28.11
23.91
24.70
26.50

L//

2.66
8.40

4.26

6.10
6.95
6.80

7.66

8.60

9.36

10.20

\\,^
11.90
12.75
13.60

14.46
16.30
16.16
17.00

17.86
18.70
19.66
20.40

21.26
22.10
22.96
28.80

24.66
26.60
26.36
27.20

4X

//

2.71
8.61

4.62
6.42
6.82

7.22

ai3

9.03

9.93

10.84

11.74
12.66
13.66
14.46

16.36
16.26
17.16
18.06

18.96
19.87
20.77
21.68

22.58
23.48
24.38
26.29.

26.19
27.10
28.00
28.90

V^

2.87
3.83

4.78
6.74
6.70
7.66

a61

9.57

10.52

11.48

12.43
18.39
14.34
16.30

16.26
17.22
18.17
19.18

20.08
21.04
21.99
22.96

23.91

24.87
26.82
26.78

27.78
28.69
29.64
30.60

4^

//

3.08
4.04

6.05
6.06
7.07

ao8

9.09
10.10
11.11
12.12

13.12
14.18
15.14
16.16

17,16
18.17
19.18
20.19

21.20
22.21
23.22
24.23

25.24
26.26
27.26
2a27

29.27
30.28
31.29
32.30

12^^

7.65
10.20

12.75
15.30
17.85
20.40

22.95
26.50
28.05
30.60

33.15
35.70
38.25
40.80

43.36
45.90
48.45
51.00

63.56
66.10
58.65
61.20

63.76
66.30
68.85
71.40

73.95
76.50
79.05
81.60

198

THE CARNEGIE STEEL COMPANY, LIMITED.

WBIGHTS.OP FLAT BOLIiED BARS.

PER LINCAL FOOT.

(CONTINUED.)

Tkioknass
in inokes.

5!

It's

IS
IS

m

5^^

8.19
4.25

5.31
6.38
7.44
a50

9.57
1C.63
11.69
12.75

13.81
14.87
15.94
17.00

18.06
19.13
20.19
21.26

22.32
23.38
24.44
25.50

26.57
27.63
28.69
29.75

30.81
31.87
32.94
$U.00

5X

//

8.35
4.46

5.58
6.69
7.81
&98

10.04
11.1^
12.27
13.39

14.50
15.62
16.74
17.85

ia96
20.08
21.20
22.32

23.43
24.54
25.66
26.78

27.89
29.01
30.12
81.24

32.35
33.47
34.59
35.70

b}4

//

8.51
4.67

5.84
7.02
&18
9.35

10.52
11.69
12.85
14.03

15.19
16.86
17.53
18.70

19.87
21.04
22.21
23.38

24.54
25.71
26.88
28.05

29.22
30.39
31.55
32.73

33.89
35.06
36.23
37.40

^H

//

8.67
4.89

6.11
7.34
a56
9.77

11.00
12.22
13.44
14.67

15.88
17.10
18.33
19.55

20.77
21.99
23.22
24.44

25.66
26.88
28.10
29.88

30.55
31.77
32.99
34.22

35.43
36.65
37.88
89.10

6^^

8.88
5.10

6.88

7.65

a98

10.20

11.48
12.76
14.08
15.30

16.58
17.85
19.13
20.40

21.68
22.95
24.23
25.50

26.78
28.05
29.33
30.60

31.88
33.15
34.43
35.70

36.98
38.25
39.53
40.80

1///

6X

//

8.99
5.81

6.64

7.97

9.29

10.68

11.95
13.28
14.61
15.94

17.27
18.60
19.92
21.26

22.58
23.91
25.23
26.56

27.90
29.22
30.55
31.88

33.20
34.53
35.86
37.19

38.52
39.85
41.17
42.50

4.14
5.58

a90

a29

9.67

11.05

12.48
18.81
15.20
16.58

17.95
19.84
20.72
22.10

28.48
24.87
26.24
27.62

29.01
30.39
31.77
38.15

84.58
36.91
37.30
3a68

40.05
41.44
42.82
44.20

6^

//

12

//

4.30
5.74

7.17

a61

10.04

11.48

12.91
14.34
15.78
17.22

18.66
20.08
21.51
22.95

24.89

25.82
27.26
28.69

3ai2
31.56
32.99
84.48

35.86

37.29

138.78

40.17

41.60
48.08
44.46
45.90

7.65
10.20

12.75
15.30
17.86
20.40

22.95
25i0
28.05
3a60

38.15
85.70
88.25
40.8Q

43.35
45.90
48.45
51.00

53.55
56.10
58.65
61.20

68.75
66.30
68.85
71.40

78.95
76.50
79.06
81.60

190

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHTS OF FLAT ROLLED BARS.

#CII LINCAL FOOT.

(continued.)

ininehei.

m

I**

1//

4.46
5.95

7.44

8.93

10.41

11.90

13.39
14.87
16.36
17.85

19.34
20.83
22.32
23.80

25.29
26.78
28.26
29.75

31.23
32.72
34.21
35.70

37.19
38.67
40.16
41.65

43.14
44.63
46.12
47.60

7X

//

4.62
6.16

7.70

9.25

10.78

12.32

13.86
15.40
16.94
18.49

20.03
21.57
23.11
24.65

26.19

27.73
29.27
30.81

32.35
33.89
35.44
36.98

3a51
40.05
41.59
43.14

44.68
46.22
47.76
49.30

^X''

7H''

8'^

8X^^

8X^/

4.78
6.36

4.94
6.58

5.10
6.80

5.26
7.01

5.42
7.22

7.97

9.57

11.16

12.75

8.23

9.88

11.53

13.18

8.50
10.20
11.90
13.60

8.76
10.52
12.27
14.U8

9.03
10.84
12.64
14.44

14.34
15.94
17.53
19.13

14.82
16.47
18.12
19.77

15.30
17.00
18.70
2a40

15.78
17.53
19.28
21.04

16J86
18.06
19.86
21.68

20.72
22.32
23.91
25.50

21.41
23.05
24.70
26.35

22.10
23.80
25.50
27.20

22.79
24.55
26.30
28.05

23.48
25.30
27.10
28.90

27.10
28.68
30.28
81.88

28.00
29.64
31.29
32.94

28.90
30.60
32.30
34.00

29.80
31.56
33.31
35.06

30.70
32.52
34.32
36.12

33.48
35.06
36.66
38.26

34.59
36.23
37.88
39.53

35.70
37.40
39.10
40.80

36.81
38.57
40.32
42.08

37.93
39.74
41.54
43.35

39.84
41.44
43.03
44.63

41.17
42.82
44.47
46.12

42.50
44.20
45.90
47.60

43.83
45.58
47.33
49.09

45.16
46.96
4a76
50.58

46.22
47.82
49.41
51.00

47.76
49.40
51.05
52.70

49.30
51.00
52.70
54.40

50.84
52.60
54.35
56.10

52.38
54.20
56.00
57.80

%}i''\ \%"

5.58
7.48

9.29
11.16
13.02
14.87

16.74
18.59
20.45
22.32

24.17
26.04
27.89
29.75

81.61
83.47
35.83
87.20

89.05
40.91
42.77
44.63

46.49
4a34
50.20
52.07

53.92
55.79
57.64
59.50

7.65
10.20

12.75
15.30
17.85
20.40

22.95
25.50
28.05
30.60

83.15
85.70
38.25
40.80

43.35
45.90
48.45
51.00

58.55
56.10
58.65
61.20

63.75
66.30
68.85
71.40

73.95
76.50
79.05
81.60

or»r»

THE CARNEGIE STEEL. COMPANY, LIMITED.

WBIGHTS OF FLAT ROLLED BARS.

PCR LINCAL FOOT.

(CONTINUED.)

fhioknasi
ininchei.

9'/

9X^^

9X^^

9>^//

10'^

lOX^^

iOX^'^^H''

12^^

t

6.74
7.65

5.90
7.86

6.06
&08

6.22
a29

6.88
a50

6.64

a7i

6.70
&92

6.86
9.14

7.65
10.20

9.56
11.48
13.40
15.30

9.88
11.80
18.76
15.78

10.10
12.12

14.14
16.16

ia86
12.44
1451
16.58

10.62

12.75
14.88
17.00

10.89
18.07
15.25
17.42

11.16
18.89
15.62
17.85

11.42
13.71
15.99
ia28

12.75
16.80
17.85
20.40

is

17.28
19.18
21.04
22.96

17.69
19.65
21.62
28.59

18.18
20.19
22.21
24.23

1&65
20.72
22.79

24.86

ft

19.14
21.26
23.38
25.50

19.61
21.78
28.96
26.14

20.08
22.82
24.64
26.78

2a66
22.85
26.18
27.42

22.95
25.50
2a05
80.60

24.86
26.78
28.69
80.60

25.55
27.52
29.49
31.45

26.24

2a26
30.28
82.80

26.94
29.01
81.08
83.15

27.62
29.75
31.88
34.00

28.82
80.50
82.67
84.85

29.00
81.24
38.48
35.70

29.69
81.98
84.28
86.66

83.15
86.70
8a25
40.80

82.52
34.48
86.34
88.26

88.41
35.38
37.35
89.81

34.82
86.84
8a86
40.37

85.22
87.29
39.87
41.44

86.12
3a25
40.38
42.50

37.08
89.21
41.89
48.56

87.92
40.17
42.40
44.68

8a88
41.12
48.40
45.69

43.36
45.90
4a45
61.00

40.16
42.08
44.00
45.90

41.28
43.25
45.22

47.18

42.40
44.41
46.44
48.45

48.52
45.58
47.66
49.73

44.64
46.75
4^.88
51.00

45.75
47.92
60.10
62.28

46.86
49.08
61.82
63.65

47.97
50.25
52.64
64.88

53.55
66.10
58.65
61J20

15^

47.82
49.?3
51.64
58.56

49.14
51.10
53.07
55.04

50.48
52.49
54.51
56.58

51.80
58.87
55.94
58.01

58.14
55.25
57.38
59.50

64.46
56.63
58.81
60.99

65.78
68.02
60.24
^4^

67.11
69.40
61.68
68.97

63.75
66.30

68.85
71.40

55.46
57.88
59.29
61.20

57.00
58.97
60.94
62.90

58.54
60.56
62.58
64.60

60.09
62.16
64.23
66.80

61.62
68.75
65.88
68.00

68.17
65.86
67.62
69.70

64.70
66.94
69.18
71.40

66.24
68.68
70.88
78.10

73.95
76.50
79.05
81.60

9.01

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHTS OF FLAT ROLLBD BARS.

PCR LINKAL FOOT.

(CONTINUED.)

Tbiekn<
inineket.

1

1^
If

is

11

//

7.02
9.84

11.68
14.03
16.86
1&70

21.02
23.88
25.70
28.05

80.40
82.72
85.06
87.40

89.74
42.08
44.42
46.76

49.08
51.42
53.76
56.10

58.42
60.78
63.10
65.45

67.80
70.12
72.46
74.80

IIX

//

7.17
9.57

11.95
14.85
16.74
19.18

21.51
28.91
26.80
2&68

81.08
88.47
85.86
3a25

4a64
43.04
45.42
47.82

5a20
52.59
54.99
57.37

59.76
62.16
64.55
66.93

69.38
71.72
74.11
7^50

ll>i

//

7.82
9.78

14.68
17.12
19.55

22.00
24.44
26.88
29.88

81.76
84.21
86.66
89.10

41.54
44.00
46.44
48.88

51.82
53.76
56.21
5a65

61.10
63.54
65.98
68.43

70.86
73.31
75.76
78.20

11^

//

7.49
10.00

12.49
14.99
17.49
19.97

22.48
24.97
27.47
29.97

82.46
84.95
87.46
89.95

42.45

47.45
49.94

52.44
54.98
57.48
59.98

62.48
64.92
67.42
69.92

72.41
74.90
77.41
79.90

12//

7.65
10.20

12.75
15.80
17.85
20.40

22.95
25.50
28.05
£0.60

88.15
85.70
88.25
40.80

43.35
45.90
48.45
51.00

53.55
56.10
58.65
61.20

63.75
66.80
68.85
71.40

73.95
76.50
79.05
81.60

12X

//

7.82
10.42

18.01
15.62
18.28
20.82

28.48
26.03
28.64
81.25

88.88
86.44
89.05
41.65

44.25
46.86
49.46
52.06

54.67
57.27
59.87
62.48

65.08
67.68
70.^
72.90

75.48
78.09
8a70
83.30

12X

//

7.98
10.63

18.28
15.94
ia60
21.25

28.90
26.56
29.22
81.88

84.53

37.19
39.84
42.50

45.16
47.82
50.46
53.12

55.78
5a44
61.10
63.75

66.40
69.06
71.72
74.38

77.08
79.69
82.34
85.00

12^

//

ai8
ia84

18.55
16.26
18.97
21.67

24.89
27.09
29.80
32.52

85.22
37.93
40.64
43.35

46.06
4&77
51.48
54.19

56.90
59.60
62.32
65.08

67.74
70.44
73.15
75.87

78.57
81.28
83.99
86.70

CO

i

■3
B

fl

3 J

~x

eg

2 ^ o

lis

*|2

orvo

THE CARNEGIE STEEL COMPANY, LIMITED.

WEiaHTS AND ABBAS OF SQUARE ANB

BOUND BABS AND OIBOUMFEB-

ENOBS OF BOUND BABS.

One cubic foot weighing 490 lbs.

TkiAkoMi

or DiuMlar

inliuhat.

lT«-
Ontlbotloog.

¥«igktef

out

Ont Poet long.

Am of
ina^.inohML

Am of

(Sromnftraico

of B«

inimdios.

s

.018
.068
.119

.010
.042
094

•0039
.0166
.0362

•0031
•0123
.0276

.1963
.3927
.6890

i

.212
.883
.478
.651

.167
.261
.876
.611

•0626
•0977
.1406
.1914

.0491
.0767
.1104
.1603

•7854

.9817

1.1781

1.3744

i

.860
1.076
1.828
1608

.667

.846

1.043

1.262

.2600

.3164

^ .3906

' .4727

.1963
.2486
.3068
.3712

1.6708
1.7671
1.9636
2.1698

1.913
2.246
2.603
2989

1.602
1.763
2.044
2.847

.6626
.6602
.7666
.8789

.4418
.6186
.6013
.6903

2.3662
2.6625
2.7489
2.9452

1

t

A

3.400
3838
4.303
4796

2.670
8.014
3.379
3.766

1.0000
1.1289
1.2656
1.4102

.7864

.8866

.9940

1.1076

3.1416
3.3379
3.6343
3.7306

6.312
6867
6428
7026

4.173
4600
6.049
6.618

1.6626
1.7227
1.8906
2.0664

1.2272
1.3630
1.4849
1.6230

3.9270
4.1288
4.3197
4.5160

A

7660
8301
8978
9.682

6008
6.620
7061
7604

2.2500
2.4414
2.6406
2.8477

1.7671
1.9175
2.0739
2.2366

4.7124
4.9087
6.1061
6.3014

10.41
11.17
1196
12.76

8.178
8.778
9.388
10.02

3.0626
3.2862
3.5166
3.7639

2.4063
2.6802
2.7612
2.9483

6.4978
5.6941
6.8906
6.0868

OOQ

THE CARNEGIE STEEL. COMPANY, LIMITED.

SQUABE AND BOUND BABS.

(continued.)

or DiunetMr
inlnekes.

I

i
i

I

Teigktof

Qlhr

Oiu Foot long.

18.60
14.46
16.86
16.27

17.22
1819
1918
20.20

21.26
22.83
28.43
24.66

26

26.90
28.10
29.84

8060
81.89
83.20
84.65

85.92
37.81
88.78
40.18

41.66
48.14
44.68
46.24

47.82
49.42
61.06
52.71

¥«igktof

O Btt

One Foot long.

Am of
ina^. inehM.

Area of

O Bw

ina^. inehM.

10.68
11.86
12.06
12.78

4.0000
4.2689
4.5156
4.7862

3.1416
3.8410
8.5466
3.7588

13.62
1428
16.07
16.86

6.0625
5.8477
5.6406
5.9414

8.9761
4.2000
4.4301
4.6664

16.69
17.53
18.40
19.29

6.2500
6.6664
6.8906
7.2227

4.9087
5.1572
5.4119
5.6727

20.20
21.12
22.07
23.04

7.5625
7.9102
8.2656
8.6289

6.9396
6.2126
6.4918
6.7771

24.08
26.04
26.08
27.13

9.0000
9.8789
9.7656
10.160

7.0686
7.8662
7.6699
7.9798

28.20
29.80
30.42
31.56

10.663
10.973
11.391
11.816

8.2968
8.6179
8.9462
9.2806

82.71
33.90
35.09
86.31

12.250
12.691
13.141
18.598

9.6211
9.9678
10.321
10.680

87.66
88.81
40.10
41.40

14.063
14.536
15.016
15.504

11.045
11.416
11.793
12.177

GuvQsdbnnM
of O Btf

in

6.2882
6.4796
6.6759
6.8722

7.0686
7.2649
7.4618
7,6576

7.8640
8.0503
8.2467
8.4430

8.6394
8.8357
9.0321
9.2284

9.4248
9.6211
9.8175
10.014

10.210
10.407
10.603
10.799

10.996
11.192
11.388
11.586

11.781
11.977
12.174
12.370

'504.

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUABE AND BOUND

(continued.)

ThidOMi

•r DiaiMtor

InlndM.

Wiifktof

|jB«r

OBtFo«tl«ag.

64.40
66.11
67.86
69.62

61.41
6a23
66.08
66.95

68.85
7078
72.73
74.70

7671
78.74
80.81
82.89

85.00
87.14
89.30
91.49

98.72
96.96
98.23
100.6

102.8
106.2
107.6
110.0

112.4
114.9
1174
119.9

Tdghtof

O Btt

OBtrortl«ag.

LjBMr
in t^. nAm.

Am of

o ^

ill •%. inohfli.

42.78
44.07
45.44
46.88

16.000
16.604
17.016
17.635

12.666
12.962
13.364
13.772

48.24
4966
51.11
52.58

18.063
18.698
19.141
19.691

14.186
14.607
16.083
16.466

6407
66.69
67.12
68.67

20.260
20.816
21.391
21.973

16.904
16.349
16.800
17.267

6025
61.84
63.46
6610

22.563
23.160
23.766
24.379

17.721
18.190
18.666
19.147

66.76
68.44
70.14
71.86

26.000
26.629
26.266
26.910

19.636
20.129
20.629
21.136

73.60
7637
77.16
78.96

27.563
28.223
28.891
29.666

21.648
22.166
22.691
23.221

80.77
82.62
8449
86.88

30.260
30.941
31.641
32.348

23.768
24.301
24.860
26.406

88.29
90.22
92.17
9414

33.063
33.786
34.616
36.264

26.967
26.636
27.100
27.688

OkeontewiM
in

12.666
12.763
12.969
13.166

13.352
13.648
13.744
13.941

14.187
14.384
14.680
14.726

14.928
16.119
16.315
16.612

16.708
16.904
16.101
16.297

16.488
16.690
16.886
17.082

17.279
17.476
17.671
17.868

18.064
18.261
ia457
18.653

/-^/-x ^-

I

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUABE AND BOUND BAB8.

(CONTINUED.)

AudElUBi

cr Kamfller
inliuhM.

i

t

OntlMtkof.

4
26.0
27.6
802

82.8
85.6
88.2
409

48.6
46.6
49.2
52.1

54.9
67.8
60.8
6a6

66.6
69.6
72.6
75.6

7a7
81.8
84.9
88.1

91.8
944
97.7
200.9

204.2
207.6
210.8
214.2

O ^

96.14
98.14
00.2
02.2

04.8
06.4
08.5
107

12.8
14.9
17.2
19.4

21.7
28.9
26.2
284(

80.9
38.2
85.6
87.9

40.4
42.8
45.8

47.7

502
52.7
55.2
57.8

608
63.0
66.6
68.2

of

86.000
36.764
37.616
88.285

39.063
39.848
40.641
41.441

42.260
43.066
43.891
44.723

46.563
46.410
47.266
48.129

49.000
49.879
60.766
61.660

62.563
63.473
64.391
66.316

66.250
67.191
68.141
69.098

60.063
61.036
62.016
63.004

Am«f

O B«
iAil.i]Mhfli.

28.274
28.866
29.466
30.069

30.680
31.296
31.919
82.548

83.183
83.824
34.472
36.126

36.785
86.460
37.122
37.800

88.486
39.176
39.871
40.674

41.282
41.997
42.718
43.446

44.179
44.918
46.664
46.416

47.173
47.937
48.707
49.483

(SifBinteHios
in:

18.860
19.046
19.242
19.439

19.635
19.831
20.028
20.224

20.420
20.617
20.813
21.009

21.206
21.402
21.698
21.796

21.991
22.187
22.384
22.680

22.777
22.973
23.169
23.366

23.662
23.768
23.966
24.161

24.347
24.644
24.740
24.936

or\«

THE CARNEGIE STEEL. COMPANY, LIMITED.

SQUABE AND BOUND BAB8.

(continued.)

AidmeM
or KuMtar

(hM Post long.

Tngktof

O B«
(hMfbotkog.

8

217.6
221.0
224.6

22ao

171.0
173.6
176.8
179.0

i

231.4
234.9
238.6
242.0

181.8
184.6
1878
1901

1

245.6
249.3
262.9
266.6

198.0
196.7
198.7
201.6

1

2603
264.1
267.9
271.6

2044
207.4
210.8
213.8

9

276.4
279.3
283.2
287.0

216.8
219.3
222.4
226.4

i

2909
294.9
298.9
302.8

228.6
231.6
234.7
237.9

i

306.8
310.9
316.0
3191

241.0
244.2
247.4
2606

«

323.2
3274
331.6
836.8

263.9
267.1
260.4
263.7

Aim of

64.000
66.004
66.016
67.086

68.063
69.098
70.141
71.191

72.260
73.316
74.391
76.473

76.663
77.660
78.766
79.879

81.000
82.129
83.266
84.410

86.668
86.723
87.891
89.066

90.260
91.441
92.641
93.848

96.063
96.286
97.616
98.764

iTMOf

o ^

VBitq.

60.266
61.064
61.849
62.649

63.466
64.269
66.088
66.914

66.746
67.683
68.426
69.276

60.132
60.994
61.862
62.737

63.617
64.604
66.397
66.296

67.201
68.112
69.029
69.963

70.882
71.818
72.760
73.708

74.662
76.622
76.689
77.661

CSrouuiBnBN
of O B«
in:

26.133
26.329
26.626
26.722

26.918
26.114
26.311
26.607

26.704
26.900
27.096
27.293

27.489
27.686
27.882
28.078

28.274
28.471
28.667
28.863

29.060
29.266
29.462
29.649

29.846
30.041
30.238
30.434

30.631
30.827
31.023
31.220

onT

THE CARNEGIE STEEL tJOMPANY, LIMITED.

SQUABE AND BOUND BABS.

(continued.)

ThukBMi

orKuwtar

inlBflki.

¥«icht«f
Oflo Foot long.

¥«igkt«f

o ^

One Foot long.

267.0
270.4
273.8
277.1

Am«f
in I), iiuhoo.

Am of

O B«
i]ii9,ii«hiii

GiroBmftreneo

of O B«

ininokei.

10

t

840.0
d44.3
848.5
862.9

100.00
101.25
102.62
108.79

78.540
79.626
80.616
81.613

31.416
31.612
31.809
82.005

i

857.2
861.6
366.0
870.4

280.6
2840

287.4
29a9

106.06
106.35
107.64
108.94

82.516
83.626
84.641
85.662

82.201
82.898
82.694
82.790

i

874.9
8794
883.8
388.8

294.4
297.9
801.4
805.0

110.25
111.67
112.89
114.22

86.690
87.624
88.664
89.710

82.987
33.183
88.379
88.576

I

892.9
897.5
402.1
406.8

808.6
312.2
315.8
819.5

116.56
116.91
118.27
119.63

90.763
91.821
92.886
98.966

88.772
88.968
84.165
34.861

11

411.4
416.1
420.9
425.5

828.1
826.8
830.5
834.3

121.00
122.38
128.77
126.16

96.088
96.116
97.206
98.301

34.668
34.764
34.950
36.147

i

480.3
485.1
489.9
444.8

387.9
841.7
8455
849.4

126.66
127.97
129.89
130.82

99.402
100.61
101.62
102.74

36.348
85.639
35.736
85.932

i

449.6
454.5
459.5
464.4

858.1
357.0
360.9
364.8

182.26
133.69
135.14
136.60

108.87
106.00
106.14
107.28

36.128
36.325
36.621
36.717

«

469.4
474.4
479.5
484.5

368.6
872.6
376.6
380.6

138.06
139.54
141.02
142.60

108.43
109.69
110.76
111.92

36.914
37.110
37.306
37.608

onti

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHT OF BIVET8, and BOUND HE APED
BOLTS WITHOUT NUTS, PEB 100.

Length from nndir htad.

One eaMe iboi weighing 480 lbs.

LangUu
Iiumts.

Ina.

K

^

Dia.

'£

1''
Di&.

Di&.

1^"
Dia.

iH

5.4

12.6

21.5

28.7

48.1

65.8

91.5

123.

i}4

6.2

18.9

28.7

81.8

47.8

70.7

98.4

138.

^y*

6.9

15.8

25.8

84.9

51.4

76.2

105.

142.

2

7.7

16.6

27.9

87.9

55.6

81.6

112.

150.

2>i

8.5

18.0

80.0

41.0

59.8

87.1

119.

159.

i%

9.2

19.4

82.2

44.1

68.0

92.5

126.

167.

iK

10.0

20.7

84.8

47.1

68.1

98.0

188.

176.

8

10.8

22.1

86.4

50.2

72.8

108.

140.

184.

8>i

11.5

28.5

88.6

58.8

76.5

109.

147.

198.

9^

12.8

24.8

40.7

56.4

80.7

114.

154.

201.

8%

18.1

26.2

42.8

59.4

84.8

120.

161.

210.

4

18.8

27.5

45.0

62.5

89.0

125.

167.

218.

4>i

14.6

28.9

47.1

65.6

98J8

181.

174.

227.

i%

15.4

80.8

49.2

68.6

97.4

186.

181.

236.

iK

16.2

81.6

51.4

71.7

102.

142.

188.

244.

6

16.9

88.0

58.5

74.8

106.

147.

195.

258.

6H

17.7

84.4

55.6

77.8

110.

158.

202.

261.

6«

18.4

85.7

57.7

80.9

114.

158.

209.

270.

6M

19.2

87.1

59.9

84.0

118.

168.

216.

278.

6

20.0

88.5

62.0

87.0

122.

169.

228.

287.

6M

21.5

41.2

66.8

98.2

181.

180.

286.

804.

7

23.0

48.9

70.5

99.8

189.

191.

250.

821.

7M

24.6

46.6

74.8

106.

147.

202.

264.

888.

8

26.1

49.4

79.0

112.

156.

218.

278.

855.

»%

27.6

52.1

88.8

118.

164.

228.

292.

872.

9

29.2

54.8

87.6

124.

178.

284.

806.

889.

9)^

80.7

57.6

91.8

180.

181.

245.

819.

406.

10

82.2

60.8

96.1

186.

189.

256.

888.

428.

iOM

88.8

68.0

101.

142.

198.

267.

847.

440.

11

85.8

65.7

105.

148.

206.

278.

861.

457.

11>^

86.8

68.5

109.

155.

214.

289.

875;

474.

18

88.4

7U

118.

161.

228.

800.

888.

491.

Heads.

1.8

5.7

10.9

18.4

22.2

88.0

57.0

82.0

209

THE CARNEGIE STEEL COMPANY, LIMITED.

'WBIGHT OP 100 BOLTS "WITH SQUARE

HEADS AND NUTS.

nndAF

BTiMltTIR OP BOLT&

head
1o point

Jin.

Aui-

fin.

A"^

iin.

Jin.

fin.

{in.

1 in.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

Ibe.

lbs.

ji/

4.0

7.0

10.5

15.2

22.5

89.5

63.0

••••••»«

f*

4.4

7.5

11.8

16.3

23.8

41.6

66.0

••••••••

4.8

8.0

12.0

17.4

25.2

43.8

60.0

1119.0

163

5.2

8.5

12.8

18.5

26.5

45.8

T2.0

118.8

169

2X?

5.5

9.0

18.5

19.6

27.8

48.0

75.0

117.5

174

oft?

5.8

9.5

14.8

20.7

29.1

50.1

78.0

121.8

180

8^*

6.8

10.0

15.0

21.8

80.5

62.8

Hl.O

126.0

Ift.')

s]4

7.0

11.0

16.5

24.0

88.1

66.5

87.0

l:)4.3

196

A

7.8

12.0

18.0

26.2

85.8

60.8

93.1

142.5

207

4%

8.5

18.0

19.5

28.4

88.4

65.0

99.1

151.0

218

6

9.3

14.0

21.0

80.6

41.1

69.8

105.2

159.6

229

&^

10.0

15.0

22.5

82.8

43.7

73.6

111.8

168.0

240

F'

10.8

16.0

24.0

85.0

46.4

77.8

117.8

176.6

251

iS%

25.5

87.2

49.0

82.0

123.4

185.0

262

7*

•••••«

27.0

89.4

51.7

86.3

129.4

193.7

278

VK

28.5

41.6

54.3

90.5

135.0

202.0

281

8*

30.0

43.8

50.6

94.8

141.6

210.7

295

46.0

64.9

108.3

153.6

227.8

317

10

48.2

70.2

111.8

165.7

224.8

389

11

60.4

76.5

120.3

177.8

261.9

860

12

52.6

80.8

128.8

189.9

278.9

382

1^

86.1

187.3

202.0

296.0

404

14

91.4

145.8

214.1

813.0

426

15 •

96.7

154.8

226.2

830.1

448

10

102.0

162.8

2:«.3

347.1

470

17

107.8

171.0

250.4

864.2

492

18

112.6

179.6

262.6

881.2

514

19

117.9

188.0

274.7

898.3

536

20

123.2

206.6

286.8

415.3

658

Par inch

1.4

2.1

8.1

4.2

5.5

8.5

12.8

16.7

21.8

additiooA]

WEIGHTS OP NUTS AND BOLT-HEADS, IN

POUNDS.

For Calculatiner the Welerht of Longer Bolts.

DUmster of Bolt in Inches.

%

%

M

%

Va

li

"Weight of Hexagon Nut
and Head

.017
.021

.057
.069

.128
.164

.267
.820

.48
.65

73

"Weight of Square Nut and
Head

.88

Ksmster of Bolt in Inebes.

1

1J4

IX

1%

2

2>^

8

Weight of Hexagon Nut
and Head

Weight of Square Nut and
Head

1.10
1.31

2.14
2.66

3.78
4.42

6.6
7.0

8.75
10.5

17
21

28.8
36.4

oi o

THE CARNEGIE STEEL COMPANY, LIMITED.

SIZES AND WEIGHTS OF HOT PBESSED

SQUABE NUTS.

be 8i»88 tn ifca ttwitl M>BttfMfa ir er t' ,not the FwaHin Inititota Standard. Botk irartis ud
11188 ar« for the nnflninkftd lat. Tke weights are oaieolated, one onbio foot veigkingtso lbs.

Sin of
Bolt

¥ei«Mof
iOOKnta

Roogk
lofi.

H

ft

78
'A

%

1
1

VA

IH

l'4
I'A
IH
1%

2

2H
2>i

2%

2>^
2H

s

S14

1.6
2.9
4.9

7.7

8.6

11.8

16.7
17.7
22.8

32.3
39.8
63.
63.

68.

94.
103.
137.

146.
186.
247.

319.
400.
600.
620.

760.
780.
930.

960.
1130.
1370.

1610.
2110.
2760.

A

1

s

fl
fj
If
n

%

}!

lA

lA
lA

lA
IH

2

2A

2«
2"J

3k

Thickness
of Xnt

H

H

78

%
%

H

M

H
H
%

2

2J^
2>i

2%

2M
3

3}4

Side of
Square.

K

g
i

l>i

IH

IK
1%

l?i

2
2

2)i

2K

8

3^

83^

4
4

4Ji

^h

6
6

Diagonal.

.71

.88

1.06

1.24
1.24
1.41

1.69
1.69
1.77

1.94
2.12
2.30
2.47

2.47
2.83
2.83
3.18

3.18
3.64
3.89

4.24
4.60
4.96
6.30

6.66
6.66
6.01

6.01
6.36
6.72

7.07

7.78
8.49

Ko. of Hnts in
100 lbs.

6800
3480
2060

1290

1170

860

600
670
440

310
261
190
169

146
106

97

73

69
64
41

31.3
24.8
19.9
16.2

13.4
12.8
10.7

10.4

8.9

,7.8

6.2
4.7
3.6

211

THE CARNEGIE STEEL COMPANY, LIMITED

SIZES AND WEIGHTS OF HOT PBESSED

HEXAGON NUTS.

The siies an the lunul naanftetonn*, not tte FMiklin Institate Standard. Both vtirkts and
siMs an for tko inlniiked lot Tho vtifktsare oalflolatod,ono onbio foot voi^king 480 Ibe.

Siseof
Bolt

ft

%
A

1
1

IM

\H
IH
IK

^^
1%

2

2H
2M

2%
2^

2K

d

8)2

¥ai«ktof
100 Inn.

1.3
2.4
4.1
6.8

7.1

9.8

14.0

14.7
19.1
22.9

27.2
89.
44.
60.

67,
64.
96.

184.
180.
236.

800.
870.
460.

460.
660.
660.

680.
810.
980.

1160.
1340.
1680.

RoQgh
loU.

\i

2

2H

Thiokness
of Mat

i

H

k

K

1

IK

m

IK

1%

2

2

2J^
2>i

2li
2^
2%

3

3>|

Short
JNimetor.

K

1

IK

m

2^
2^

3

3H

z%

4

4K

4J^
5

6t^

long
Diunnar.

.68

.72

.87

1.01

1.01
1.16
1.30

1.30
1.44
1.44

1.69
1.73
1.88
1.88

2.02
2.02
2.31

2.60
2.89
3.18

3.46
3.76
4.04

4.04
4.33
4.33

4.62
4.91
6.20

6.48

6.77
6.06

Ho. of Ruts in
100 lbs.

8000
4170
2410
1460

1410

1020

710

680
620
440

370
266
226
198

176
166
104

76
66
42

33.4
26.7
21.6

22.4
18.0
17.7

14.7
12.3
10.2

8.7
7.6
6.3

THE CARNEGIE STEEL COMPANY, LIMITED.

UPSET 8CBEW EITOS FOB BOUND ANI>

SQUABE BABS.

Dukof
Booadar
Side of
cfsan
Btf.
lute.

ROUND BARS.

SQUARE BARS.

Sukof

UpMt

toow

Ind.

Inohflt.

Dijuof
Soravat
Boot of
Thmd.
Inohes.

TkrMdt

porlneh.

Ho.

Ixoaitof
IfeotiTe
irsftof
Screw Ind
oTerBtf.
FerOent

])U.of

Upset

Screw

Ind.

Inohee.

Suuof
Screw at
Boot of
Threikd.
Inches.

Tkretds

perlnek.

Ho.

Ixoessolt
IffeetiT«
Area of
SemrSsA
over Bar.
Per Gent

K

A

.620
.620

10

10

54

21

s

.620
.731

10
9

21
33

.«

.781
.887

9

8

37
48

1
1

.887
.887

8
8

41

17

1

.887
.940

8
7

25
84

.940
1.065

7
7

28

35

%

. 3

IK

1.065
1.065

7
7

48
29

1%

1.160
1.160

6
6

3S

20

1

lA

1?^

1.160
1.160

6
6

85
19

1%

1.284
1.889

6
b}4

29
84

lA

1^
IK

1.284
1.284

6
6

80
17

W

1.889
1.490

f

20
24

lA

1?^
1%

1.389
1.490

6

28

29

1%
1%

1.615
1.615

6
6

81
19

1%

1?^
1%

1.490
1.615

6
6

18
26

2

2¥

1.712
1.887

i^4
iH

22
28

1}^
lA

2
2

1.712
1.712

80
20

2M

2>4

1.837
1.962

ii4

18
24

2J^
2M

1.887
1.887

28
18

2.087
2.087

4J^
4K

30
20

2M

2>4

1.962
1.962

26
17

^K

m

2.175
2.300

4
4

21

25

1%

2%

2.087
2.175

4

24
26

8%
2%

2.300
2.425

4

4

18
28

2

2A

2>i

2.175
2.800

4
4

18
24

Ik

2.550
2.550

4
4

28
20

2A

"5^

2K

^.800
2.426

4

17
23

8

1

2.629
2.754

1

20
24

•

Ol o

1

THE CARNEGIE STEEL COMPANY, LIMITED.

UPSET SCBEW Ein)8.

(continued.)

Dukof

Round or

Side of

Sqiuro

Btf.

2k
2A

2A

2)tf
2A

2%
2H

2||

2%
2«

8

8^
8%

»>^
8%

ROUND BARS.

8<nw
bd.

LuhM.

])ia.of
Serewftt
Boot of
Thread.
InohM.

3

2%

8

8J^

8Ji
8>i

8Ji

8%
8>i^

8%
8?(;

83^
8%

4

Threads

porlneh.

lo.

2.560
2.660

2.629
2.754

2.754
2.879

2.879
8.004

8.004
8.100

8i26
8.225

8.817
8.442

8.567
8.692

8.798
4.028

4.158
4JS55

4
4

^%
8>^

Izeenof
IfeotiTe
irsaof
Screw Ind
OTerBar.
PerOent

28
22

28

28

SQUARE BARS.

8M

21

8K

26

^%

20

^H

25

^H

19

8>i

22

8)i

26

8)i

21

8

22

8

21

8

20

8

20

2%

18

m

28

2H

28

2%

21

Dia-of
Upeet

Sorew
Ind.

Inehei.

8>i

8M

8%

8%
8%

8K
4

*H

]Ka.of
Sorewat
Boot of
Thread.
Inohei.

Threads

porlneh.

Ho.

2.754
2.879

8.004
8.004

3.100
8J325

8.225
8.817

8.442
8.442

8.567
3.692

8.692
8.928

4.028
4.153

8>^

8K

8K
8K

8
3

3
8

8

2%

2K

Ixoeiiof
IfeotiTe
Area of
Screw Ind
OTerBar.
FerOent

18
22

26
19

21
24

19
20

23

18

21
24

19
24

21
19

RE^TARKS. — As upsetting reduces the strength, bars haTins the same
diameter at root of thread as that of the bar. invariably break in the
screw end, when tested to destmction, without developing the fall strength
of the bar. It is therefore necessary to make op for this loss in strength
by an excess of netal in the upset screw ends over that in the bar.

The above table is the resnlt of nnmerons tests on finished bars made
by The Carnegie Steel Ck>mpany, Limited, and gives proportions that will
cause the bar to break in the body in preference to the npset end.

The screw threads in above table are the Franklin Institute standard.

To make one upset end for 5" length of thread allow 6" length of
rod additional.

THE CARNEGIE STEEL COMPANY, LIMITED.

STANDABD 8CBEW THBEADS, TTUTS ANB
BOLT HEADS.— Recommended by the FranJdin Institnte,

8CBEW THBEADS.

UgleofTkrMd60«.FUtatTopaiidBottom»Kof^tch.

DULOf

Di&. at Root

Threads

Screw.

of Thread.

per Inch.

Inches.

Inches.

No.

H

•185

20

*

.240

18

.294

16

A

.344

14

H

.400

13

.454

12

4|

.507

11

}i

.620

10

%

.731

9

1

.887

8

W

.940

7

1^
1^

1.065

7

1.160

6

1%

1.284

6

m

1.389

6>i

IX

1.490

5

VA

1.615

5

2

1.712

4K

2^

1.962

4>i

2%

2.175

4

2%

2.425

4

3

2.629

SH

3)i
3)2

2.879

B}4

3.100

3^

BK

3.317

3

4

8.567

3

4M

3.798

2%

4>i

4.028

2?i

4K

4.255

6

4.480

2H

5W

4.730

2^

5.053

2%

^H

5.203

2%

6

5.423

2H

Nuts and Bolt Heads

are determined by the fol-
lowing rules, which apply to
Square and Hexagon Nntm
both:

Short diameter of rongh nut
= 1^ X dia. of bolt + 14 in.

Short diameterof finished nut
= 1J4 X dia. of bolt + 1-lC in.

Thickness of rough nut

B diameter of bolt.
Thickness of finished nut

oi diameter of bolt — 1-16 in.

Short diameter of rongh head
= 1)^ X dia.of bolt + V^ in.

Short dia. of finished head
b1^ X dia. of bolt + 1-10 in.

Thickness of rough head
B 3^ short dia. of head.

Thickness of finished head
= dia. of bolt ^ 1-ie in.

The long diameter of a
hexagon nut may be obtained
by multiplying the short
diameter by 1.165, and tho
long diameter of a square
nut by multiplying the short
diameter by 1.414.

The above standards fbr
screw threads, nuts and bolt
heads, were recommended by
the Franklin Institute in
Dec. 1864. The standard for
screw threads has been very
generally adopted in the
United States, but the pro-
portions recommended for
nuts and bolt heads have not
found general acceptance be-
cause of the odd sixes of bar
—not usually rolled by the
BlUfi-Hrequired to make tto

mit.

O 1 H

THE CARNEGIE STEEL COMPANY, LIMITED.

WmTW ORlCTS STANDABB ANaULAB
SCREW THREADS.

At ^ A ^ Angle of thread 55®.

Depth of thread = pitch
of screw.

y^ of depth is rounded off
I at top and bottom.
Number of threads to the inch in square threads a= ^ the num-
ber in angular threads.

]Ma.of

Tkreadsto

])ia.of

Tkreadsto

JAa.o(

Tkreadsto

Dia.of

Threads to

Sanir,

tlieineh.

oorow.

tlieineli.

Screw.

tkeiiioh.

Screw.

a« inch.

In.

Ho.

In.

Ho.

In.

Mo.

In.

Ho.

}4

20

1

8

2

^Vz

4

3

ft

18

1^

7

2X

4

4^

m

16

IX

7

2M

4

4X

Vi

^^

U

Wi

6

2^

3X

4^

^Ya

H

12

^H

6

3

VA

5

%}i

H

11

i>i

5

8X

3V

5^

iyi

H

10

W

5

^H

8^

hyi

2H

H

9

IH

^H

^}i

3

hU

i}4

6

2^

STANDARD SLEEVE NUTS.

80RIW.

.J

1

IX

2

8>i

4
4

4

4

4
4

4

5

5
5

2X
2X

8

3
2X

3

3

2>^

SLUT] HUT.

I.

i

1^

2>i
2>^

3

f

if

HI

1

I

6
6

6
7

7

7

7
8

8
8

4.2
4.6

4.8
6.0

6.6
7.5

9.0
10.5

11.4
13.5

SCREW.

3

2X
2^

3

3>^

=4

3>^

5
5

6
5

6

6

6
6

6
6
6

I

2)4
3

3

2X

2X
8

3
2X

2X

3

3

SIEIYBHUT.

8m:

3^

i'A
5

m

2rV
^^

2X

2?^

3

3>^

8
9

9
9

9
10

10
10

10
11
11

t

14.8
19.8

20.0
22.7

25.2
29.8

80.5
34.8

39.2
41.0
35.6

All dimensions are in inches. Weights are for finished nuts.

^-v •• /r»

THE CARNEGIE STEEL COMPANY, LIMITED.

STANDARD PIN-NUTS.

PUS.

\i

8

s

3

rn-nni

8
8

8
8

8
8

8
8

8
8

8
6

6
6

^%

3
8

4
4

5

4
4

65^

it

1
1

1
I

1

IX

IX
IX

IX

I

0.85
1.08

0.97
1.50

1.87
2.06

1.96
8.38

8.22
8.68

a41
4.09

4.68
5.25

PUS.

II

8^

8X
8X

4
4

4X

PO-IUTS.

4X

5

6X

6X

6
6

6
6

6
6

6
6

6
6

6
6

6
6

I

5>i

6
«

6

ex
«X

8
8

8
8

5X

m

711

«x
«x

IX
IX

IX
IX

IX
IX

IX
IX

IX
IX

tx

4.74
6.19

6.19
5.37

6.63
6.63

5.82

a53

7.69
7.59

13.06
14.86

14.00
13.10

All dimensions g;iYen above are in inches. Weights refisr to untapped nnts.

"WOOD soRirws.

Diameter=namberx 0.01825+0.056.

Ho.

DUm.

Ho.

Diam.

Ho.

Siun.

Ho.

Siam.

Ho.

JAUL

.056

6

.135

12

.215

18

.293

24

.874

1

.069

7

.149

13

.228

19

.808

25

.387

2

.082

8

.162

14

.241

20

.821

26

.401

3

.096

9

.175

15

.255

21

.834

27

.414

4

.109

10

.188

16

.268

22

.847

28

.427

5

.122 1 11

.201

17

.281

23

.861

29

.440

I

80

.45S

01 f-7

THE CARNEGIE STEEL COMPANY, LIMITED.

SPIKES, NAILS AND TAOKS.

STAIDAKD SniL WDLI IAII&

i

2d
8d
4d
5d

6d
7d
8d
9d

lOd
12d
16d
20d

80d
40d
50d
60d

//

\H
g//

3X'1
4//

4K'^
6^^

O ^mHU fflU,

inckfls.

lo.

.0624
.0688
.0720
.0764

.0808
.0868
.0936
.0963

.1082
.1144
.1286
.1620

.1819
.2043
.2294
.2676

1060
640
380
276

210

160

116

93

77
60
48
31

22
17
13
11

Fixuiking.

Bum.
in^oi.

.0468
.0606
.0606
.0671

.0641
.0641
.0720
.0720

.0608
.0808
.0907
.1019

Icpor

1668
918
761
600

860
816
214
196

137

127

90

62

sTiu wnti spmB.

oonioinu)iiAii&

langtL

8'^

4//

45i'^
6^'

^'

7//

8^>'
9^'

Diui.
ineket.

Io.pei
pooni

.1620
.1819
.2048
.2294

.2676
.2893
.2893
.2249

.2249
.3648
.8648

41
80
28
17

18
11
10

VA

7
6

^A

8iM.

2d
8d
4d
6d

6d
7d
8d
9d

lOd
12d
16d
20d

30d
40d
60d
60d

iBWtk.*^.?*

Id.

I A''

2^^

2A''
2X''

4//

iA''

6^^

800
400
800
200

160

120

86

76

60
60
40
20

16
14
11

8

TACKS.

Titla.
01.

LengtL
in.

Hombar
perpoaod.

Titla.
01

LengtL
in.

Ivmbar
perpoond.

TiUa.
01

Length,
in.

Hvmbar
perpoond.

1

2A
3

1

16000

10666

8000

6400

6333

4

6

8

10

12

1

4000
2666
2000
1600
1333

14
16
18
20
22
24

1148
1000
888
800
727
666

WROUGHT SPIKES,
lumber to a keg of 150 lbs.

lAigtk.

Minek.

5-16 inek.

3-8inoL

Lsngtk.

Minak.

S-lSinak,

3-8in6k.

7-16inak-

l-2inok

n.

Ho.

Ho.

Mo.

In.

No.

Ho.

No.

Ho.

Ho.

3

2260

• .

. •

7

1161

662

482

446

306

V/2

1890

1208

. •

8

636

466

884

266

4

1660

1136

. .

9

673

424

300

240

^A

.1464

1064

. .

10

• .

391

270

222

6

1^

930

742

11

* .

. •

249

203

6

12921

868

670

12

. .

. .

236

180

THE CARNEGIE y'i'EEL COMPANY, LIMITED.

WEIGHT OF

SHEETS OF WBOUGHT IBON,

STEEL, COFFEB AND BBASS.

(From Haswell.)

Weights per Sq

uare Foot Thickness by Birmingham Gauge.

Mo. of
Gango.

TkiekiMss
ininolMs.

Iron.

Steel

Copper.

Brass.

0000

.454

18.22

18.46

20.57

19.43

000

.425

17.05

17.28

19.25

18.19

00

.88

15.25

15.45

17.21

16.26

.34

13.64

13.82

15.40

14.55

1

.3

12.04'

12.20

13.59

12.84

2

.284

11.40

11.55

12.87

12.16

3

.259

10.39

10.53

11.73

11.09

4

.238

9.55

9.68

10.78

10.19

5

.22

8.83

8.95

9.97

9.42

6

.203

8.15

8.25

9.20

8.69

7

.18

7.22

7.32

8.15

7.70

8

.165

6.62

6.71

7.47

7.06

9

.148

5.94

6.02

6.70

6.33

10

.134

5.38

5.45

6.07

5.74

11

.12

4.82

4.88

5.44

5.14

12

.109

4.37

4.43

4.94

4.67

13

.095

3.81

3.86

4.30

4.07

14

.083

3.33

8.37

3.76

3.55

15

.072

2.89

2.93

3.26

3.06

16

.065

2.61

2.64

2.94

2.78

17

.058

2.33

2.36

2.63

2.48

18

.049

1.97

1.99

2.22

2.10

19

.042

1.69

1.71

1.90

1.80

20

.035

1.40

1.42

1.59

1.50

21

.032

1.28

1.30

1.45

1.37

22

.028

1.12

1.14

1.27

1.20

23

.025

1.00

1.02

1.13

1.07

24

.022

.883

.895

1.00

.942

25

.02

.803

.813

.906

.856

26

.018

.722

.732

.815

•770

27

.016

.642

.651

.725

.685

28

.014

.562

.569

.634

.599

29

.013

.522

.529

.589

.556

30

.012

.482

.488

.544

.514

31

.01

.401

.407

.453

.428

32

.009

.361

.366

.408

.385

33

.008

.321

.325

.362

.842

34

.007

.281

.285

.817

.800

35

.005

.201

.203

.227

.214

Specific Gravity,
W eight Cubic Foot»

7.704

7.806

8.698

8.218

48L.25

487.75

543.6

513.6

" « Inch,

.2787

.2823

.3146

.297a

oi O

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHT OF SHEETS OF WHOUGHT IBON,
STEEL, COFFER AND BBASS. (From HasweU.)

Weights per 8q. Foot. Thicknees by American (Browne & Sharpens) Qaage.

Kb. of
Gftoge.

Thiokness
in inches.

Iron.

Steel

Copper.

Brass.

0000

.46

18.46

18.70

20.84

19.69

OOO

.4096

16.44

16.66

18.56

17.53

00

.3648

14.64

14.83

16.53

15.61

.3249

13.04

13.21

14.72

13.90

1

.2893

11.61

11.76

13.11

12.38

2

.2576

10.34

10.48

11.67

11.03

3

.2294

9.21

9.33

10.39

9.82

4

.2043

8.20

8.31

9.26

8.74

6

.1819

7.30

7.40

8.24

7.79

6

.1620

6.50

6.59

7.34

6.93

7

.1443

5.79

5.87

6.54

6.18

8

.1285

5.16

5.22

5.82

5.50

9

.1144

4.59

4.65

5.18

4.90

10

.1019

4.09

4.14

4.62

4.36

11

.0907

3.64

3.69

4.11

3.88

12

.0808

3.24

3.29

3.66

3.46

13

.0720

2.89

2.93

3.26

3.08

14

.0641

2.57

2.61

2.90

2.74

16

.0571

2.29

2.32

2.59

2.44

16

.0508

2.04

2.07

2.30

2.18

17

.0453

1.82

1.84

2.05

1.94

18

.0403

1.62

1.64

1.83

1.73

19

.0359

1.44

1.46

1.63

1.54

20

.0320

1.28

1.30

1.45

1.37

21

.0285

1.14

1.16

1.29

1.22

22

.0253

1.02

1.03

1.15

1.08

23

.0226

.906

.918

1.02

.966

24

.0201

.807

.817

.911

.860

25

.0179

.718

.728

.811

' .766

26

.0159

.640

.648

.722

.682

27

.0142

.570

.577

.643

.608

28

.0126

.507

.514

.573

.541

29

.0113

.452

.458

.510

.482

30

.0100

.402

.408

.454

.429

31

.0089

.358

.363

.404

.382

32

.0080

.319

.323

.360

.340

3d

.0071

.284

.288

.321

.803

34

.0063

.253

.256

.286

.270

35

.0056

.225

.228

.254

.240

is there une numj gauges in use differing from each other, and eren the thicknesses of a
oertein spediied gange, as the Birmingham, are not assomed the same br all mannfaotoiers,
ordert for sheets ana wire should alwajs state the weight per sqoar? toot, or the thickness
i n thoosandths of an inch.

THE CARNEGIE STEEL COMPANY, LIMITED.

ii

111

p

llssgpasssas

j|§|MiS8?5«i

5||pSSSS§?l«

1,074
1.708
2.248
8.679
8,174
8.674
4.316
6.684
6.926
8.386
10,08
11.BM

3,366
4.784
7,888
9,887
12.78
16.961
19.99
28.888
88,788
50.04
62.78
78.8S9

4143
6.498
9.621
12.666
16.904
19,636
£4.306
a47S
46.664
68.426
72.78
90.768

||gi||||i||||

=^-'2^--st; assist

Bg.S|^^^^§|3i

ilililiiillii

Ms - iiiiie

Shj^i^iRXiK "Wi^.,:;^ X -a;

THE CARNEGIE STEEL COMPANY, LIMITED.

'WIBIGHT OF A OXJBIO FOOT OF SUB-

STANCES.

iTartn

«

Names op Substances.

Um.

Alnminnm, 162

Anthracite, solid, of Pennsylvania, .... 93

<< broken, loose, 54

« moderately shaken, ... 58

heaped bushel, loose, (80)

Ash, American white, dry, 88

Asphaltnm, 87

Brass, (Copper and Zinc,) cast, 504

*« rolled, 524

Brick, best pressed, 160

« common hard, 125

« soft, inferior, 100

Brickwork, pressed brick, 140

" ordinary, ...... 112

Cement,hydraulic, gromid, loose, American, Rosendale, . 66

" « " « " Louisville, 50

" « « " English, Portland, . 90

Cherry, dry, 42

Chestnut, dry, 41

Qay, potters*, dry, 119

« in lump, loose, 63

Coal, bituminous, solid, 84

** " broken, loose, 49

" " heaped bushel, loose, • . . (74)

Coke, loose, of good coal, 62

«* " he^)ed bushel, (40)

Copper, cast, 542

" rolled, 548

Earth, common loam, dry, loose, 76

" " " " moderately rammed, . , 95

** as a soil flowing mud, 108

Ebony, dry, 76

Elm, dry, 35

Flint, 162

o.oo

THE CARNEGIE STEEL COMPANY, LIMITED

WEIGHT OF SUBSTANOES— Continued.

iTerag*

Names of Substances. ▼«j«*i-

U)B.

Glass, common window, 157

Gneiss, common, 168

Gold, cast, pure, or 24 carat, 1204

« pure, hammered, 1217

Granite, 170

Gravel, about the same as sand, which see.

Gypsum (plaster of pans), 142

Hemlock, dry, 25

Hickory, dry, 53

Hornblende, black, 203

Ice, 58.7

Iron, cast, 460

** wrought, purest, 485

« " average, 480

Ivory, 114

Lead, 711

Lignum Vitae, dry, 83

Lime, quick, ground, loose, or in small lumps, . . 53

" " " « thoroughly shaktn, . . 75

« " " " per struck bushel, . . (66)

Limestones and Marbles, 168

" " loose, in irregular fragments, . 96

Magnesium, 109

Mahogany, Spanish, dry, 53

" Honduras, dry, 35

Maple, dry, 49

Marbles, see Limestones.

Masonry, of granite or limestone, well dressed, . 165

" " mortar rubble, 164

" " dry «< (wellscabbled,) . . 138

" " sandstone, well dressed, .... 144

Mercury, at 32° Fahrenheit, 849

Mica, 188

Mortar, hardened, 108

Mud, dry, close, 80 to 110

223

_j

THE CARNEGIE STEEL COMPANY, LIMITED.

•yTEIQHT OF SUBSTANOES— Oontiimed .

knnM
Names of Substances. Vtight.

'Mud, wet, fluid, maximum, 120

Oak, live, dry, 59

« white, dry, 5O

« other kinds, 32 to 46

Petroleum, 55

Pine, white, dry, 25

** yellow. Northern, 34

« « Southern, 45

Platinum, 1342

Quartz, common, pure, , , 105

Rosin, ......... 69

Salt, coarse, Syracuse, N. Y., 45

** Liverpool, fine, for table use, .... 49

Sand, of pure quartz, dry, loose, . , , 90 to 106

** well shaken, 99 to 117

" perfectly wet, 120 to 140

Sandstones, fit for building, 151

Shales, red or black, 162

Silver, 665

Slate, . ' 175

Snow, freshly fallen, 5 to 12

" moistened and compacted by rain, . . 15 to 60

Spruce, dry, 26

Steel, 490

Sulphur, 126

Sycamore, dry, 37

Tar, 62

Tin, cast, . , 459

Turf or Peat, dry, unpressed, . . . 20 to 30

Walnut, black, dry, 38

Water, pure rain or distilled, at 60° Fahrenheit, , , 62^
sea, ..•,, ••• 64

Wax, bees, . 60.6

Zinc or Spelter, 437.5

Green timbers usually weigh from one-fifth to one-half more than dry. j

OOzd.

THE CARNEGIE STEEL COMPANY, LIMITED.

LBEAS and CIBCUMFEBENCES OF CIBCI.SS.

For Diameters from ^ to 100, advanemg by Tenflis.

IMam.

Area.

Circom.

1)iam.

Area.

Ciream.

0.0

•

4.0

12.5664

12.5664

.1

.007854

.81416

.1

18.2025

12.8805

J8

.081416

.62882

.2

18.8544

18.1947

.8

.070686

.94248

.8

14.5220

13.5088

.4

.12566

1J2566

.4

15.2058

18.8280

Jb

.19685

1.5708

.5

15.9048

14.187B

.6

,11>S£7A

1.8850

.6

16.6190

14.4513

.7

.88485

2.1991

.7

17.8494

14.7665

.8

.50266

2.5188

.8

18.0956

15.0796

.9

.68617

2.8274

.9

18.8574

*

15.8988

1.0

.7854

8.1416

5.0

19.6850

15.7080

.1

.9508

8.4558

.1

20.4282

16.0221

J2

1.1810

8.7699

.2

21J8872

16.3863

.8

1.8278

4.0841

.8

22.0618

16.6504

.4

1.5894

4.8982

.4

22.9022

16.9646

.5

1.7671

4.7124

.5

28.7588

17.2788

.6

2.0106

5.0265

.6

24.6801

17.5929

.7

2.2698

5.8407

.7

25.5176

17.9071

^

2.5447

5.6549

.8

26.4208

18.2212

.9

2.8858

5.9690

.9

27.8897

18.5854

2.0

8.1416

6J8882

6.0

28J8748

18.8496

.1

8.4686

6.5978

.1

29.2247

19.1687

J8

8.8018

6.9115

.2

80.1907

19.4779

.8

4.1548

7.2257

.8

81.1725

19.7920

.4

4.5289

7.5898

.4

82.1699

20.1062

.6

4.9087

7.8540

.5

88.1881

20.4204

.6

5.8098

8.1681

.6

84.2119

20.7845

.7

5.7256

8.4828

.7

85.2565

21.0487

.8

6.1575

8.7965

.8

86.8168

21.8628

.9

6.6052

9.1106

.9

87.8928

21.6770

8.0

7.0686

9.4248

7.0

88.4845

21.9911

.1

7.5477

9.7889

.1

89.5919

22.3058

.2

8.0425

10.0581

Jt

40.7160

22.6195

.8

8.5580

10.8678

.8

41.8589

22.9886

.4

9.0792

10.6814

.4

48.0084

28JM78

.5

9.6211

10.9956

.5

44.1786

28.5619

.6

10.1788

11.8097

.6

45.8646

28.8761

.7

10.7621

11.6289

.7

46.5668

24.1903

.8

11.8411

11.9881

.8

47.7886

24.5044

.9

11.9459

12Jg522

.9

49.0167

24.8186

225

THE CABNEGIB STEEL COMPANY, LIMITED.

A RF.A.

Sand CII

ICHMFEKBICGES OF CISUI«£S.

(continued.)

Diam.

Area.

Oiream.

Diam.

Area.

Oiream.

8.0

602655

25.1327

12.0

118.0973

87.6991

.1

51.5800

25.4469

.1

114.9901

88.0133

JZ

52.810S

25.7611

.2

116.8987

38.3274

.8

54.1061

26.0752

.8

118.8229

38.6416

.4

55.4177

26.3894

.4

120.7628

38.9567

JS

56.7450

26.7035

.5

122.7185

89.2699

.6

58.0880

27.0177

.6

124.6898

39.5841

.7

59.4468

27.3319

.7

126.6769

89.8982

^

60.81212

27.6460

.8

128.6796

40.2124

.9

62.2114

27.9602

.9

130.6981

40.5265

9.0

68.6178

28.2748

18.0

132.7828

40.8407

.1

65.0888

28.5885

.1

134.7822

41.1549

^

66.4761

28.9027

.2

136.8478

41.4690

.8

67.9291

29.2168

.8

138.9291

41.7832

.4

69.8978

29.5310

.4

141.0261

42.0973

.5

70.8822

29.8451

.6

143.1388

' 42.4115

.6

72.8828

30.1593

.6

145.2672

42.7257

.7

78.8981

30.4734

.7

147.4114

43.0398

.8

75.4296

30.7876

.8

149.5712

43.3540

.9

76.9769

81.1018

.9

151.7468

43.6681

10.0

78.5398

31.4159

14.0

163.9380

48.9823

.1

80.1185

31.7301

.1

156.1450

44.2965

JB

81.7128

32.0442

.2

158.3677

44.6106

.3

83.8229

32.3584

.3

160.6061

44.9248

.4

84.9487

32.6726

.4

162.8602

45.2389

.5

86.5901

32.9867

.5

165.1300

45.5631

.6

88.2478

83.3009

.6

167.4155

45.8678

.7

89.9202

33.6150

.7

169.7167

46.1814

.8

91.6088

33.9292

.8

172.0386

46.4966

.9

98.8132

34JB434

.9

174.3662

46.8097

11.0

95.0832

34.5575

16.0

176.7146

47.1239

.1

96.7689

34.8717

.1

179.0786

47.4880

J8

98.5203

85.1858

.2

181.4584

47.7522

.8

100J&875

85.5000

.8

183.8689

48.0664

.4

102.0703

85.8142

.4

186JB650

48.3805

.6

108.8689

36.1288

.5

188.6919

48.6947

.6

105.6832

86.4425

.6

191.1845

49.0088

.7

107.5132

36.7566

.7

193.5928

49.3230

.8

109.3588

37.0708

.8

196.0668

49.6372

.9

111^2202

37.3850

.9

198.5665

49.9518

THE CARNEGIE STEEL COMPANY, I.TMITED.

lBEAS and CIBCUMFEBENCES OF CIBCI.BS.

(continued.)

Diam.

Area.

Oironm.

Diam.

Area.

Cireanu

16.0

201.0619

50.2655

20.0

814.1593

62.8^9

.1

208.5831

50.5796

.1

317.3087

63.1460

.2

206.1199

50.8988

J8

820.4739

63.4602

.8

208.6724

51JB080

.8

823.6547

63.7743

.4

211.2407

51.5221

.4

826.^ 511

64.0885

.5

213.8246

51.8868

.5

830.0636

64.4086

.6

216.4243

52.1504

.6

333.2916

64.7168

.7

219.0397

52.4646

.7

836.5353

65.0310

.8

221.6708

52.7788

.8

839.7947

65.3451

.9

224.3176

53.0929

.9

843.0698

65.6593

17.0

226.9801

53.4071

21.0

846.3606

65.9734

.1

229.6683

53.7212

.1

849.6671

66.2876

Jt

232.3522

54.0354

J8

852.9894

66.6018

.3

235.0618

54.8496

.3

356.8273

66.9159

.4

237.7871

54.6637

.4

359.6809

67.2301

.5

240.5282

54.9?79

.5

863.0508

67.5442

.6

243.2849

55JS920

.6

866.4354

67.8584

.7

246.0574

55.6062

.7

369.8361

68.1726

.8

248.8456

55.9203

.8

878.2526

68.4867

.9

251.6494

56.2345

.9

876.6848

68.8009

18.0

254.4690

56.5486

22.0

880.1827

69.1150

.1

257.3043

56.8628

.1

888.5968

69.4292

J8

260.1553

57.1770

.2

887.0756

69.7484

.8

263.0220

57.4911

.3

890.5707

70.0575

.4

265.9044

57.8053

.4

894.0814

70.8717

.5

268.8025

58.1195

.5

897.6078

70.6858

.6

271.7164

58.4336

.6

401.1500

71.0000

.7

274.6459

58.7478

.7

404.7078

71.8142

.8

277.5911

59.0619

.8

408.2814

71.6288

.9

280.5521

59.8761

.9

411.8707

71.9425

19.0

283.5287

59.6908

23.0

415.4756

72JS566

.1

286.5211

60.0044

.1

419.0968

72.5708

J8

289.5292

60.3186

.2

422.7827

72.8849

.8

292.5530

60.6327

.3

426.8848

78.1991

.4

295.5925

60.9469

.4

430.0526

78.5188

.5

298.6477

61.2611

.6

438.7861

78.8274

.6

801.7186

61.5752

.6

487.4854

74.1416

.7

304.8052

61.8894

. .7

441.1508

74.4567

.8

307.9075

62.2035

.8

444.8809

74.7699

.9

311.0255

62.5177

.9

448'-^

75.0641

2i>!7

1

THE CARNEGIE STEEL. COMPANY, LIMITED.

AB£AS and CIBCUMFEBENCES OF CIBCLES.

(continued.)

Diam.

24.0
.1
.2
.3
.4

Jb
.6

.7
.8
.9

25.0
.1
.2
.8
.4

.6
.6
.7
.8
.9

26.0
.1
.2
.3
4

Jb

.6
.7
.8
.9

27.0
.1
.2
.3
.4

JS
.6
.7

.8
.9

Ar6&.

452.3893
456.1671
459.9606
463.7698
467.5947

471.4352
475.2916
479.1636
483.0513
486.9547

490.8739
494.8087
498.7592
502.7255
506.7075

510.7052
514.7185
518.7476
522.7924
526.8529

530.9292
535.0211
539.1287
543J3521
547.3911

551.5459
555.7163
559.9025
564.1044
568.3220

572.5553
576.8043
581.0690
585.3494
589.6455

593.9574
598.2849
602.6282
606.9871
611.3618

Oircam.

Diam.

75.3982

28.0

76.7124

.1

76.0265

J8

76.3407

.3

76.6549

.4

76.9690

Jb

77J8832

.6

77.5973

.7

77.9115

^

78J8257

9

78.5398

29.0

78.8540

.1

79.1681

J8

79.4823

.8

79.7965

.4

80.1106

.5

80.4248

.6

80.7389

.7

81.0531

.8

81.3672

.9

81.6814

80.0

81.9956

.1

82.3097

J8

82.6239

.3

82.9380

.4

8dJ^22

Jb

83.5664

.6

83.8805

.7

84.1947

.8

84.5088

.9

84.8230

31.0

85.1372

.1

85.4513

.2

85.7655

.3

86.0796

.4

86.3988

.5

86.7080

.6

87.0221

.7

87.8363

.8

87.6504

.9

Ar6&.

615.7522
620.1582
624.5800
629.0175
633.4707

637.9397
642.4243
646.9246
651.4407
655.9724

660.5199
665.0830
669.6619
674.2566
678.8668

683.4928
688.1345
692.7919
697.4660
702.1538

706.8583
711.5786
716.3145
721.0662
725.8336

730.6167
736.4154
740J8299
746.0601
749.9060

754.7676
769.6460
764.6380
769.4467
774.3712

779.3118
784.2672
789.2388
794.2260
799.2290

Oirciim.

87.9646
88.2788
88.6929
88.9071
89.2212

89.5864
89.8496
90.1637
90.4779
90.7920

91.1062
91.4203
91.7846
92.0487
92.3628

92.6770
92.9911
93.3063
98.6196
98.9886

94.2478
94.5619
94.8761
96.1903
96.5044

96.8186
96.1827
96.4469
96.7611
97.0762

97.3894
97.7036
98.0177
98.3819
98.6460

98.9602
99.2748
99.5886
99.9026
100.2168

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEAS and CIBCUMFEBENCES OF CIBCI.ES.

(CONTINUED.)

IMaxn.

S2.0
,1
2

.4

i»
.6
.7

.1

.4

i>
.6
.7

^

840)
.1

A

i>
.6
.7

86.0
.1

.8
A

.6
.7

Ar6&.

804.2477
809JS821
814.8822
819.8980
824.4796

829.5768
884.6898
889.8186
844.9628
850.1229

855J^6
860.4902
865.6978
870.9202
876.1588

881.4181
886.6881
891.9688
897.2703
902.5874

907.9208
918.2688
918.6881
924.0181
929.4088

934.8202
940.2473
945.6901
951.1486
956.6228

962.1128
967.6184
978.1897
978.6768
984.2296

989.7980

995.8822

1000.9821

1006.5977

1012J8290

(HrCQBL.

Diam.

Area.

100.681C

86.C

1017.8760

100.8451

.1

1028.5387

101.1598

£

1029JS172

101.4784

.8

1084.9113

101.7876

A

1040.6212

102.1018

JH

1046.3467

102.4159

.6

1052.0880

102.7801

.7

1057.8449

103.0442

.8

1063.6176

108.8584

S

1069.4060

108.6726

87.0

1075JB101

108.9867

.1

1081.0299

104.8009

£

1086.8654

104.6150

J

1092.7166

104.9292

A

1098.5835

105J2484

£

1104.4662

105.5575

J

1110.3645

105.8717

.7

1116J8786

106.1858

.8

1122.2083

106.5000

J

1128.1538

106.8142

88.0

1184.1149

107.1283

.1

1140.0918

107.4425

2

1146.0844

107.7566

.8

1152.0927

108.0708

.4

1168.1167

108.3849

.6

1164.1664

108.6991

.6

1170.2118

109.0133

.7

1176.2830

109.3274

.8

1182.8698

109.6416

.9

1188.4724

109.9557

89.0

1194.6906

110JB699

.1

1200.7246

110.5841

JB

1206.8742

110.8982

.8

1213.0896

111.2124

.4

1219JS207

111.5265

i»

1226.4176

111.8407

.6

1281.6800

112.1549

.7

1287.8582

112.4690

.8

1244.1021

112.7832

.9

1250.8617

(KrcnBL

118.0973
113.4115
113.7257
114.0898
114.8540

114.6681
114.9823
115JB966
115.6106
115.9248

116.2889
116.5531
116.8672
117.1814
117.4956

117.8097
118.1239
118.4380
118.7522
119.0664

119.3805
119.6947
120.0088
120.3280
120.6372

120.9518
121JS656
121.5796
121.8988
122.2080

122.5221
122.8868
128.1504
128.4646
128.7788

124.0929
124.4071
124.7212
125.0354
126.8495

9.Q.(i

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEAS and CIBCTJMFEBENCES OF CIRCLES.

(continued.)

IMam.

Area.

Oiream.

Diam.

Area.

Oireom.

40.0

1256.6871

125.6687

44.0

1520.5808

138JB801

.1

126SB.9281

125.9?79

.1

1527.4502

i:».5442

2

1269.2848

126.2920

J8

1634.3858

188.8684

.8

1275.6578

126.6062

.8

1541.8360

189.1726

A

1281.8955

126.9208

.4

1548.3025

189.4867

Jb

1288JS498

127.2845

i»

1555.2847

189.8009

.6

1294.6189

127.5487

.6

1562i!826

140.1158

.7

1801.0042

127.8628

.7

1569.2962

140.4292

.8

1807.4052

128.1770

.8

1676.3265

140.7484

.9

1813.8219

128.4911

.9

1583.8706

141.0576

41.0

1820JS548

128.8058

45.0

1590.4318

141.8717

.1

1826.7024

129.1195

.1

1597.6077

141.6868

S

1888.1668

129.4886

JB

1604.6999

142.0000

.8

1889.6458

129.7478

.8

1611.7077

142.3142

.4

1846.1410

180.0619

.4

1618.8313

142.6283

.5

1852.6520

130.8761

.5

1625.9705

142.9425

.6

1859.1786

130.6908

.6

1633.1265

143.2666

.7

1865.7210

181.0044

.7

1640.2962

143.6708

.8

1872J8791

181.8186

.8

1647.4826

148.8849

.9

1878.8529

131.6827

.9

1654.6847

144.1991

42.0

1885.4424

131.9469

46.0

1661.9025

144.5138

.1

1892.0476

132.2611

.1

1669.1360

144.8274

Jt

1898.6685

132.6752

JB

1676.3863

146.1416

.8

1405.8051

132.8894

.8

1683.6602

146.4657

.4

1411.9574

138J8035

.4

1690.9808

146.7699

.6

1418.6254

138.6177

.5

1698.2272

146.0841

.6

1425.8092

138.8318

.6

1706.6392

146.8982

.7

1482.0086

134.1460

.7

1712.8670

146.7124

.8

1488.7288

134.4602

.8

1720.2106

147.0265

.9

1445.4546

134.7743

.9

1727.6697

147.8407

48.0

1452JB012

186.0885

47.0

1734.9446

147.6560

.1

1458.9685

185.4026

.1

1742.3361

147.9690

JB

1465.7415

185.7168

.2

1749.7414

148.2882

J

1472.5852

136.0310

.8

1757.1636

148.6978

.4

1479.8446

136.3451

.4

1764.6012

148.9115

A

1486.1697

136.6598

.5

1772.0646

149J2267

.6

1498.0105

186.9734

.6

1779.6287

149.6398

.7

1499.8670

187.2876

.7

1787.0086

149.8640

.8

1506.7898

137.6018

.8

1794.5091

150.1681

.9

1513.6272

137.9159

.9

1802.0264

160.4828

00/-V

THE CARNEGIE STEEL COMPANY, LIMITED.

▲BEAS and CIBCUMFEBENCES OF CIBCLES.

(continued.)

Diam.

Area.

Gireom.

Diam.

Area.

(SrcmiL

i8.0

1809.5574

150.7964

52.0

2123.7166

163.3688

.1

1817.1050

151.1106

.1

2131.8926

163.6770

Jt

1»!S4.6684

151.4248

J8

2140.0843

163.9911

.8

1882.2475

151.7389

.8

2148.2917

164.8053

.4

1889.8428

152.0581

.4

2156.5149

164.6195

i>

1847.4528

152.8672

.5

2164.7587

164.9886

.6

1855.0790

152.6814

.6

2178.0062

165JB479

.7

1862.7210

152.9956

.7

2181.2785

165.5619

^

1870.8786

158.8097

.8

2189.5644

165.8761

.9

1878.0519

153.6289

.9

2197.8661

166.1908

49.0

1885.7409

158.9380

58.0

2206.1884

166.5044

.1

1898.4457

154 2522

.1

2214.5165

166.8186

Jt

1901.1662

154.5664

.2

2222.8658

167.1827

.8

1908.9024

154.8805

.8

2231.2298

167.4469

.4

1916.6548

155.1947

.4

2239.6100

167.7610

.5

1924.4218

155.5088

.5

2248.0059

168.0752

*..6

1932JB051

155.8230

.6

2256.4175

168.8894

.7

1940.0042

156.1372

.7

2264.8448

168.7085'

.8

1947.8189

156.4518

.8

2273.2879

169.0177

.9

1955.6498

156.7655

.9

2281.7466

169.8818

60.0

1968.4954

157.0796

54.0

2290JB210

169.6460

.1

1971.8572

157.3938

.1

2298.7112

169.9608

J8

1979.2848

157.7080

JB

2807J8171

170J8748

.8

1987.1280

158.0221

.8

2315.7386

170.5885

.4

1995.0370

158.3363

.4

2324J3759

170.9026

.6

2002.9617

158.6504

.5

2332.8289

171JB168

.6

2010.9020

158.9646

.6

2841.3976

171.5810

.7

2018.8581

159.2787

.7

2349.9820

171.8451

.8

2026.8299

159.5929

.8

2358.5821

172.1598

.9

2034.8174

159.9071

.9

2867.1979

172.4785

51.0

2042.8206

160.2212

55.0

2375.8294

172.7876

.1

2050.8395

160.5354

.1

2384.4767

173.1017

JB

2058.8742

160.8495

.2

2393.1396

173.4159

.8

2066.9245

161.1637

.3

2401.8188

173.7801

.4

2074.9905

161.4779

.4

2410.5126

174.0442

.5

2088.0728

161.7920

.5

2419.22^7

174.8584

.6

2091.1697

162.1062

.6

2427.9485

174.6726

.7

2099.2829

162.4203

.7

2436.6899

174.9867

.8

2107.4118

162.7345

.8

2445.4471

175.8009

.9

2115.5568

163.0487

.9

2454.2200

175.6150

2.S1

THS CARNEGIE STEEL COMPANY, LIMITED.

and CIBCTJMFEBEKCES OF OIBCLES.

(continued.)

Diam.

56.0
.1
.2
.8
.4

.5
.6
.7
.8
.9

67.0
.1

je

.3
.4

.6
.7

.9

58.0
.1
J8
.8
.4

.5
.6
.7
.8
.9

59.0
.1
JB
.8
.4

.6
.7

Area.

2468.0086
2471.8130
2480.6880
2489.4687
2498.3201

2507.1878
2616.0701
2524.9687
2533.8830
2542.8129

2551.7686
2560.7200
2569.6971
2578.6^
2587.6985

2596.7227
2605.7626
2614.8188
2628.8896
2632.9767

26^.0794
2651.1979
2660.3321
2669.4820
2678.6476

2687.8289
2697.0259
2706.2386
2715.4670
2724.7112

2733.9710
2743J3466
2752.5378
2761.8448
2771.1675

2780.5058
2789.8599
2799.2297
2808.6152
2818.0165

Qircom.

75.9292
76J2433
76.6575
76.8717
77.1858

77.5000
77.8141
78.1283
78.4425
78.7566

79.0708
79.3849
79.6991
80.0133
80.3274

80.6416
80.9557
81.2699
81.5841
81.8982

82.2124
82.5265
82.8407
83.1549
83.4690

83.7832
84.0973
84.4115
84.7256
85.0398

85.3540
85.6681
85.9823
86JS964
86.6106

86.9248
87.2389
87.5531
87.8672
88.1814

Diam.

60.0
.1
J8
.8
.4

.5
.6
.7
.8
.9

61.0
.1
J8
.8
.4

J6

.6
.7
.8
.9

62.0
.1
J8
.3
.4

.5
.6
.7
.8
.9

63.0
.1
.2
.3
.4

.5
.6
.7
.8
.9

Area.

2827.4334
2836.8660
2846.3144
2855.7784
2865J8582

2874.7536
2884.2648
2893.7917
2903.3343
2912.8926

2922.4636
2932.0563
2941.6617
2951.2828
2960.9197

2970.5722
2980.2405
2989.9244
2999.6241
3009.3395

3019.0705
3028.8173
3038.5798
3048.3580
3058.1520

3067.9616
3077.7869
3087.6279
3097.4847
3107.3571

3117.2453
3127.1492
3137.0688
3147.0040
3156.9550

3166.9217^

3176.9043

3186.9023

3196.9161

3206.9456

Gircun.

188.4966
188.8097
189.1239
189.4380
189.7522

190.0664
190.3805
190.6947
191.0088
191.3230

191.6372
191.9513
192.2655
192.5796
192.8938

193.2079
193.5221
193.8363
194.1504
194.4646

194.7787
195.0929
195.4071
195.7212
196.0354

196.3495
196.6637
196.9779
197.2920
197.6062

197.9203
198JBd45
198.5487
198.8628
199.1770

'199.4911
199.8053
200.1196
200.4336
200.7478

i-xt-n~\

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEAS and CIBCUMFEBEKCES OF CIBCIi£S.

(continued.)

Diam.

64.0
.1
J8
.8
.4

.5
.6
.7

.9

66.0
.1
JB
.8
.4

.6
.7

.9

66.0
.1
JB
.8
.4

.5
.6
.7

.9

67.0
.1
JB

.4

.6
.7

.9

Area.

8216.9909
8227.0518
8287.1285
8247.2222
8257.8289

8267.4527
8277.5922
8287.7474
8297.9188
8308.1049

8318.8072
8328.5253
8338.7590
8349.0085
8359JB786

8369.5545
83?1).8510
8390.1633
8400.4918
8410.8350

8421.1944
8431.5695
3441.9603
8452.8669
8462.7891

8473.2270
3483.6807
8494.1500
8504.6351
3515.1359

8525.6524
3536.1845
3546.7324
3557.2960
8567.8754

8578.4704
3589.0811
3599.7075
8610.3497
8621.0075

(KroinL

Biam.

201.0620

68.0

201.3761

.1

201.6902

J8

202.0044

.8

202.8186

A

202.6327

£

202.9469

.6

203JB610

.7

203.5752

Ji

203.8894

^

204JB035

69.0

204.5176

.1

204.8318

JB

205.1460

^

205.4602

A

205.7743

JS

206.0885

.6

206.4026

.7

206.7168

Ji

207.0310

.9

207.8451

70.0

207.6593

.1

207.9734

JB

208J8876

.8

208.6017

A

208.9159

Ji

209.2301

.6

209.5442

.7

209.8584

^

210.1725

.9

210.4867

71.0

210.8009

.1

211.1150

JB

211.4292

.8

211.7433

A

212.0575

.5

212.3717

.6

212.6858

.7

218.0000

.8

213.8141

.9

Area.

8681.6811
8642.3704
8653.0754
3663.7960
8674.5824

8685JB845
3696.0523
8706.8859
8717.6851
8728.4500

8789JB807
3750.1270
8760.9891
8771.8668
3782.7603

8798.6695
8804.5944
8815.5350
8826.4918
3837.4633

8848.4510
8859.4544
8870.4736
3881.5084
8892.5590

8903.6252
8914.7072
8925.8049
8936.9182
8948.0473

8959.1921
8970.8526
3981.5289
3992.7208
4003.9284

4015.1518
4026.3906
4087.6456
4048.9160
4060JB022

Giream.

213.6283
213.9425
214.2566
214.5708
214.8849

215.1991
215.5133
215.8274
216.1416
216.4556

216.7699
217.0641
217.8982
217.7124
218.0265

218.8407
218.6648
218.9690
219JB882
219.5973

219.9115
220JB256
220.5398
220.8540
221.1681

221.4823
221.7964
222.1106
222.4248
222.7889

223.0631
223.8672
223.6814
223.9956
224.8097

224.6289
224.9880
225JB522
225J»664
225.8806

Oi^^

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEAS and CIBCUMFEBEKCES OF CIBCLES.

(continued.)

Biam.

72.0
.1

.8
.4

.5
.6
.7
.8
.9

78.0
.1
J3
.8
.4

.5
.6
.7
.8
.9

74.0
.1
.2
.8
.4

.5
.6
.7
.8
.9

75.0
.1
.2
.8
.4

.6
.6
.7
.8
.9

Area.

4071.5041
4082.8217
4094.1550
4105.5040
4116.8687

4128.2491
4139.6452
4161.0571
4162.4846
4178.9279

4185.3868
4196.8615
4208.8519
4219.8579
4281.8797

4242.9172
4254.4704
4266.0394
4277.6240
4289.2248

4800.8408
4812.4721
4824.1195
4386.7827
4847.4616

4859.1562
4870.8664
4382.6924
4394.8841
4406.0916

4417.8647
4429.6585
4441.4680
4458.2788
4465.1142.

4476.9659
4488.8882
4500.7168
4512.6151
4624.6296

Gircam.

Diam.

226.1947

76.0

226.5088

.1

226.8230

J8

227.1871

.8

227.4518

.4

227.7655

Jb

228.0796

.6

228.8938

.7

228.7079

.8

229.0221

.9

229.3368

77.0

229.6504

.1

229.9646

J8

280.2787

.8

280.5929

.4

280.9071

.5

231.2212

.6

231.6854

.7

231.8495

.8

282.1687

.9

232.4779

78.0

232.7920

.1

238.1062

J8

238.4203

.3

233.7845

.4

284.0487

.5

284.3628

.6

284.6770

.7

284.9911

.8

285.8058

.9

285.6194

79.0

285.9886

.1

286J8478

.2

236.6619

.3

236.8761

.4

287.1902

.6

287.5044

.6

237.8186

.7

288.1827

.8

238.4469

.9

Area.

4536.4598
4548.4057
4560.8678
4572.8446
4584.3877

4596.3464
4608.8708
4620.4110
4682.4669
4644.5384

4656.6257
4668.7287
4680.8474
4692.9818
4705.1819

4717i977
4729.4792
4741.6765
4753.8894
4766.1181

4778.3624
4790.6225
4802.8988
4816.1897
4827.4969

4839.8198
4852.1584
4864.5128
4876.8828
4889.2685

4901.6699
4914.0871
4926.5199
4938.9685
4951.4828

4968.9127
4976.4084
4988.9198
6001.4469
6018.9897

Circum.

238.7610
289.0752
239.8894
289.7085
240.0177

240.8318
240.6460
240.9602
241JS748
241.5885

241.9026
242JB168
242.5810
242.8451
248.1692

248.4734
248.7876
244.1017
244.4159
244.7801

245.0442
245.3584
246.6725
245.9867
246.8009

246.6150
246.9292
247.2483
247.5675
247.8717

248.1868
248.6000
248.8141
249.1283
249.4426

249.7566
250.0708
250.3850
250.6991
251.0183

THE CARNEGIE STEEL COMPANY, LIMITED.

and CIBCUMFEBENCES OF CIBCI.SS.

(continued.)

Area.

5026.5482
5089.1225
5051.7124
5064.3180
5076.9394

5089.5764
5102.2292
5114.8977
5127.5819
5140.2818

5152.9978
6165.7287
5178.4767
5191.2884
5204.0168

5216.8110
5229.6208
5242.4463
5265J8876
5268.1446

5281.0173
5293.9056
5306.8097
5319.7295
5332.6650

5345.6162
5358.5832
5371.5658
5384.5641
5397.6782

5410.6079
5423.6534
5436.7146
5449.7915
5462.8840

5475.9923
5489.1163
5502.2661
6010.4115
5628.6826

Gircum.

Diam.

261.3274

84.0

261.6416

.1

261.9567

.2

252JB699

.8

262.6840

.4

252.8982

.5

263JB124

.6

263.6266

.7

263.8407

.8

254.1548

.9

254.4690

85.0

254.7832

.1

265.0973

.2

265.4116

.8

265.7266

.4

266.0398

.6

266.3640

.6

266.6681

.7

266.9823

.8

267J2966

.9

257.6106

86.0

267.9247

.1

268.2389

.2

268.5531

.3

258.8672

.4

259.1814

.5

269.4966

.6

269.8097

.7

260.1239

.8

260.4380

.9

260.7522

87.0

261.0663

. .1

261.3806

.2

261.6947

.3

262.0088

.4

262.3230

.6

262.6371

.6

262.9513

.7

263.2665

.8

1 263.6796

1 •«

Area.

5641.7694
5664.9720
6668.1902
5681.4242
5694.6739

5607.9392
5621.2203
6634.6171
5647.8296
6661.1678

5674.5017
6687.8614
6701.2367
5714.6277
67S8.0345

5741.4569
5764.8961
5768.3490
5781.8185
5795.3038

5808.8048
5822.3215
6835.8539
5849.4020
5862.9669

5876.5454
6890.1407
5903.7616
6917.3783
6931.0206

5944.6787
6968.8626
5972.0420
6986.7472
5999.4681

6018.2047
6026.9570
6040.7250
6064.5088
6068.3082

Gircam.

263.8938
264.2079
264.5221
264.8363
265.1614

265.4646
266.7787
266.0929
266.4071
266.7212

267.0354
267.3495
267.6687
267.9779
268JB920

268.6062
268.9203
269.2345
269.5486
269.8628

270.1770
270.4911
270.8053
271.1194
271.4336

271.7478
272.0619
272.3761
272.6902
273.00U

273.8186
273.6827
273.9469
274Jg610
274.5788

274.8894
275.2085
275.5177
275.8818
276.1460

QPR

THE CARNEGIE STEEL COMPANY, LIMITED.

AHEAS and CIBCUMFEBENCES OF CIBCLES.

(continued.)

Diam.

Area.

88.0
.1
.2
.3
.4

.5
.6
.7

.8
.9

89.0
.1
.2
.3
.4

.5
.6

.7
.8
.9

90.0
.1
.2
.8
.4

.5
.6
.7
.8
.9

91.0
.1

.8
.4

.5

.6

• .7

^ .8

6082.1284
6095.9542
6109.8008
6123.6631
6137.5411

6151.4348
6165.3442
6179.2693
6193.2101
6207.1666

6221.1389
6235.1268
6249.1304
6263.1498
6277.1849

6291JB356
6305.8021
6319.3843
6333.4822
6347.5958

6361.7251
6375.8701
6390.0309
6404.2073
6418.3995

6432.6078
6446.8309
6461.0701
6475.3251
6489.5958

6503.8822
6518.1843
6582.5021
6546.8856
6561.1848

6575.5498
6589.9304
6604.3268
6618.7388
6683.1666

Oirciun.

Diam.

276.4602

92.0

276.7743

.1

• 277.0885

.2

277.4026

.8

277.7168

.4

278.0809

.5

278.8451

.6.

278.6598

.7

278.9740

.8

279.2876

.9

279.6017

98.0

279.9159

.1

280.2801

J3

280.5442

.8

280.8584

.4

281.1725

.5

281.4867

.6

281.8009

.7

282.1150

.8

282.4292

.9

282.7483

94.0

283.0575

.1

283.3717

.2

283.6858

.3

284.0000

.4

284.3141

.5

284.6283

.6

284.9425

.7

285.2566

.8

285.5708

.9

285.8849

95.0

286.1991

.1

286.5183

J8

286.8274

.8

287.1416

.4

287.4557

.5

287.7699

.6

288.0840

.7

288.3982

.8

2?8.7124

.9

Area.

6647.6101
6662.0692
6676.5441
6691.0847
6705.5410

6720.0630
6784.6008
6749.1542
6763.7233
6778.3082

6792.9087
6807.5250
6822.1569
6836.8046
6851.4680

6866.1471
6880.8419
6895.5524
6910.2786
6925.0205

6939.7782
6954.5515
6969.3106
6984.1453
6998.9658

7013.801SI
7028.6638
7043.5214
7058.4047
7073.3083

7088.2184
7108.1488
7118.1950
7133.0568
7148.0843

7163.0276
7178.0366
7198.0612
7208.1016
7223.1577

Oircom.

289.0265
289.8407
289.6548
289.9690
290.2832

290.5973
290.9115
291.2256
291.5898
^J1.8540

292.1681
292.4823
292.7964
293.1106
293.4248

293.7389
294.0531
294.3672
294.6814
294.9956

295.3097
295.6289
295.9380
296.2522
296.5663

296.8805
297.1947
297.5088
297.8230
298.1371

298.4518
298.7655
299.0796
299.3938
299.7079

800.0221
300.3363
800.6504
800.9646
801.278^

O.^Fi

THE CARNEGIE STEEL COMPANY, LIMITED.

ABEA8 and CIBCUMFEBENCES OF CIBCLSS.

(continued.)

Diam.

Area.

Gircam.

Diam.

Area.

Cireom.

96.0

7288.2295

801.5929

98.0

7542.9640

807.8781

.1

7268.8170

801.9071

.1

7558.8656

808.1902

^

7268.4202

802.2212

J8

7578.7880

808.5044

.8

7288.5891

802.5854

.8

7589.2161

808.8186

.4

7298.6787

802.8405

.4

7604.6648

809.1827

.5

7818.8240

808.1687

.5

7620.1298

809.4469

.6

7828.9901

808.4779

.6

7685.6095

809.7610

.7

7844.1718

808.7920

.7

7651.1054

810.0752

.8

7859.8698

804.1062

.8

7666.6170

810.8894

.9

7874.5824

804.4208

.9

7682.1444

810.7085

97.0

7889.8118

804.7845

99.0

7697.6898

811.0177

.1

7405.0559

805.0486

.1

7718.2461

811.8818

JB

7420.8162

805.8628

.2

7728.8206

811.6460

.8

7435.5922

805.6770

.8

7744.4107

811.9602

.4

7450.3889

805.9911

.4

7760.0166

812.2748

.5

7466.1918

806.8053

.5

7775.63®

812.5885

.6

7481.5144

806.6194

.6

7791.2754

812.9026

.7

7496.8532

806.9886

.7

7806.9284

81:^.2168

.8

7512.2078

807.2478

.8

7822.5971

818.5809

.9

7527.5780

807.5619

.9

7838.2815

818.8451

100.0

7858.9816

814.1598

To compute the area or eirewnference of a diameter greater
than 100 and less than 1001 :

Take out the area or circumference from table as though the
number had one decimal, and move the decimal point two places
to the right for the area, and one place for the circumference.

niKPLK— WantAd the ana and drcunierenoe ot 567. Th9 tabular ana for 56.7
ii 2524.9687, and droom&renoe 178.1283. Thenfon ana for 567 » 252496.87 and
•droomfennoe ■- 1781.283.

To compute the area or circumference of a diameter greater
than 1000:

Divide by a factor, as 2, 8, 4, 5, etc., if practicable, that will
leave a quotient to be found in table, then multiply the tabular
area of the quotient by the square of the factor, or the tabular
circumference by the factor.

niMFU— Wanted the ana and droomfennoe of 2109. Diyidinr bj 8, the anotiaft

ii m for which the area is 388150.84 and the mreomfeivnoe 2m54. Therefon area

«f 2109 - 388150.84 X 9 - 3493357.56 and droomferenoe » 2208.54 X 3 » 662S.6&

0.9i*7

THE CARNEGIE STEEL COMPANY, LIMITED.

I.OGABITHMS OF NTJMBEBS.

No.

10

11
12
13

14
15
16

17
18
19

20

21
22
23

24
25
26

27
28
29

80

31
32
33

34
35
36

87
88
39

0000

0414
0792
1139

1461
1761
2041

2a04
2553

2788

3010

3222
3424
3617

3802
3979
4150

4814
4472
4624

4771

4914
5051
5185

5315
5441
5563

5682
5798
5911

0043

0453
0628
1173

1492
1790
2068

2330
2577
2810

3032

3243
3444
3636

3820
3997
4166

4330
4487
4639

0086

0492
0864
1206

1523
1818
2095

2855
2601
2833

3054

4786

4928
5065
5198

5328
5453
5575

5694
5809
5922

No.

3263
3464
3655

3838
4014
4183

4346
4502
4654

4800

4942
5079
5211

5340
5465
5587

5705
5821
5933

0128

0531
0899
1239

1553

1847
2122

2380
2625
2856

0170

3075

3284
3483
3674

3856
4031
4200

4362

4518
4669

4814

4955
5092
5224

5353

5478
5599

5717
5832
5944

2

0569
0934
1271

1584
1875
2148

2405
2648
2878

5

0212

6

0253

3096

3304
3502
3692

3874
4048
4216

4878
4533
4683

4829

4969
5105
5237

5366
5490
5611

5729
5843
5955

0607
0969
1303

1614
1903
2175

2480
2672
2900

3118

3324
3522
8711

3892
4065
4232

4898
4548
4698

4848

4988
5119
5250

5878
5502
5628

5740
5855
5966

5

0645
1004
1835

1644
1981
2201

2455
2695
2928

0294

8189

8845
3541
8729

3909
4082
4249

4409
4564
4718

4857

4997
5132
5268

5891
5514
5685

5752
5866
5977

0682
1038
1867

1673
1959
2227

2480
2718
2945

8

9

0834

8160

8865
8560
3747

3927
4099
4265

4425
4579
4728

4871

5011
5145
5276

5408
5527
5647

5768
5877
5988

6 7

J

0719
1072
1399

1708
1987
2258

2504
2742
2967

8181

3885
8579
8766

8945
4116
4281

4440
4594
4742

4886

5024
5159
5289

5416
5589

5658

5775
5888
5999

0874

0755
1106
1480

1732
2014
2279

2529
2765
2989

8201

3404
3598
8784

3962
4133
4298

4456
4609
4757

4900

5088
5172
5302

5428
5551
5670

5786
5899
6010

8

9

5i.^8

THE CARNEGIE STEEL. COMPANY. LIMITED.

LOGABITHMS OF NUMBEBS— Continued.

6021

6128
6232
6335

6435
6532
6628

6721
6812
6902

6990

7076
7160
7248

7824
7404
7482

7559
7684
7709

7782

7853
7924
7993

8062
8129
8195

2

6031 6042

6188
6243
6345

6444
6542
6637

6780
6821
6911

7084
7168
7251

7332
7412
7490

7566
7642
7716

7789

7860
7931
8000

8069
8136
8202

8261 8267

8325

8388

8331
8395

6149
6253
6355

6454
6551
6646

6739
6830
6920

6053

7007

7093
7177
7259

7340
7419
7497

7574
7649
7723

7796

7868
7938
8007

8075
8142
8209

8274
8338
8401

2

6160
6263
6365

6464
6561
6656

6749
6839
6928

7016

7101
7185
7267

7348
7427
7505

7582
7657
7731

7803

7875
7945
8014

8082
8149
8215

8280
8344
8407

6064

6170
6274
6375

6474
6571
6665

6758
6848
6937

7024

7110
7198

7275

7356
7435
7513

7589
7664
7738

7810

7882
7952
8021

8089
8156
8222

8287
8351
8414

5

6076

6180
6284
6385

6484
6580
6675

6767
6857
6946

7033

7118
7202
7284

7364
7443
7520

7597
7672
7745

7818

7889
7959
8028

8096
8162
8228

8293
8357
8420

5

6

6085

6191
6294
6395

6493
6590
6684

6776
6866
6955

7042

7126
7210
7292

7372
7451
7528

7604
7679
7752

7825

7896
7966
8035

8102
8169
8235

8299
8363
8426

6

6096

6201
6304
6405

6503
6599
6693

6785
6875
6964

7050

7135
7218
7800

7880
7459
7536

7612
7686
7760

7882

7903
7973
8041

8109
8176
8241

8306
8370
8432

8

6107

6212
6314
6415

6513
6609
6702

6794
6884
6972

7059

7148
7226
7308

7388
7466
7543

7619
7694
7767

7839

7910
7980
8048

8116
8182
8248

8812
8876
8489

8

9

6117

6222
6325
6425

6522
6618
6712

6898

7067

7152
7285
7816

7396
7474
7551

7627
7701
7774

7846

7917
7987
8055

8122
8189
8254

8819
8882
8445

9

IHff.

11

10
10
10

10

10

9

9
9
9

9

8
8
8

8
8
8

7
8
8

7
6
7

7
6
7

6

DiiL

239

THE CARNEGIE STEEL COMPANY, LIMITED.

IiOGABITHMS OF NUMBEBS— Continued.

70

71
72
78

74
76
76

77
78
79

80

81
82
88

84
86
86

87
88
89

90

91
92
93

94
96
96

97
98
99

No.

8451

8513
8678
86S3

8692
8751
8808

8866
8921
8976

9081

9085
9188
9191

9243
9294
9345

9395
9445
9494

9642

9590
9688
9686

9781
9777
9823

9868
9912
9956

1

8467

8519
8679
8689

8698
8756
8814

8871
8927
8982

9036

9090
9143
9196

9248
9299
9350

9400
9450
9499

9547

9595
9643
9689

9786
9782
9827

9872
9917
9961

1

2

A468

8626
8685
8646

8704
8762
8820

8876
8982
8987

9042

9096
9149
9201

9253
9304
9355

9406
9456
9504

9552

9600
9647
9694

9741
9786
9832

9877
9921
9965

2

3

8470

8531
8691
8661

8710
8768
8826

8::S3

8988
8993

9047

9101
9154
9206

9258
9309
9360

9410
9460
9509

9557

9605
9652
9699

9745
9791
9836

9881
9926

WW

3

4

8476

8587
8597
8667

8716
8774
8831

8887
8943
8998

9053

9106
9159
9212

9263
9315
9365

9416
9465
9513

9562

9609
9657
9703

9750
9796
9841

9886
9930
9974

4

5

8482

8643
8603
8663

8722
8779
8837

8893
8949
9004

9068

9112
9166
9217

9269
9320
9370

9420
9469
9518

9566

9614
9661
9708

9754
9800
9846

9890
9934
9978

5

6

8488

8649
8609
8669

8727
8786
8842

8899
8964
9009

9063

9117
9170

9274
9325
9375

9426
9474
9523

9671

9619
9666
9713

9759
9806
9850

9894
9939
9983

6

7

8494

8556
8616

8675

8733
8791
8848

8904
8960
9016

9069

9122
9175
9227

9279
9330
9380

9430
9479
9528

9576

9624
9671
9717

9768
9809
9854

9899
9943
9987

7

8

8500

8561
8621
8681

8739
8797
8864

8910
8966
9020

9074

9128
9180
9232

9284
9336
9385

9436
9484
9533

9581

962^
9675
9722

9768
9814
9859

9903
9948
9991

8

9

8506

8667
8627
8686

8745
8802
8869

8915
8971
9025

9079

9133
9186
9238

9289
9340
9390

9440
9489
9538

9586

9633
9680
9727

9773
9818
9863

9908
9952
9996

9

THE CARNEGIE STEEL. COMPANY, LIMITED.

NATXmAI. SINES, TANGENTS AND SECANTS,

AdvanoInflT by lO min.

^'

IClL

00
10
20

Sine.

Tangent

Secant

D«g.

Min.

Sine.

Tangent

.0000
.0029
.0058

.0000
.0029
.0058

1.0000
1.0000
1.0000

6

00
10
20

.0872
.0901
.0929

.0875
.0904
.0984

80
40
50

.0067
.0116
.0145

.0067
.0116
.0145

1.0000
1.0001
1.0001

80
40
50

.0958
.0987
.1016

.0968
.0992
.1022

1

00
10
20

.0175
.0204
.0283

.0175
.0204
.0288

1.0002
1.0002
1.0008

6

00
10
20

.1045
.1074
.1108

.1051
.1080
.1110

30
40
50

.0262
.0291
.0820

.0262
.0291
.0820

1.0008
1.0004
1.0005

80
40
50

.1132
.1161
.1190

.1189
.1169
.1198

2

00
10
20

.0849
.0878
.0407

.0849
.0878
.0407

1.0006
1.0007
1.0008

7

00
10
20

.1219
.1248
.1276

.1228
.1257
.1287

80
40
50

.0486
.0465
.0494

.0487
.0466
.0495

1.0010
1.0011
1.0012

80
40
50

.1805
.1884
.1868

.1317
.1846
.1876

S

00
10
20

.0528
.0552
.0581

.0624
.0558
.0582

1.0014
1.0015
1.0017

8

00
10
20

.1892
.1421
.1449

.1405
.1435
.1465

80
40
50

.0610
.0640
.0669

.0612
.0641
.0670

1.0019
1.0021
1.0022

80
40
50

.1478
.1507
.1536

.1495
.1524
.1554

4

00
10
20

.0698
.0727
.0756

.0699
.0729
.0758

1.0024
1.0027
1.0029

9

00
10
20

.1564
.1593
.1622

.1584
.1614
.1644

30
40
50

.0785
.0814
.0848

.0787
.0816
.0846

1.0031
1.0033
1.0086

30
40
50

.1650
.1679
.1708

.1678
.1708
.1788

Secant

1.0088
1.0041
1.0043

1.0046
1.0049
1.0052

1.0065
1.0068
1.0O61

1.0065
1.0068
1.0072

1.0075
1.0079
1.0082

1.0086
1.0090
1.0094

1.0098
1.0102
1.0107

1.0111
1.0116
1.0120

1.0125
1.0129
1.0184

1.0189
1.0144
1.0149

THE CARNEGIE STEEL COMPANY, LIMITED.

ISfATTJUAL 8IKS8, TANGENTS AND SECANTS

(CONTINUED.)

Deg.

Min.

00
10
20

Sine.

Tangent

Secant

Deg.
16

Min.

00
10
20

Sine.

Tangent

Secant

10

.1786
.1765
.1794

.1768
.1798
.1828

1.0154
1.0160
1.0165

JS588
JS616
JS644

.2679
J8711
J8742

1.035S
1.0361
1.0369

80
40
50

.1822
.1851
.1880

.1858
.1888
.1914

1.0170
1.0176
1.0181

80
40
50

JM72
.2700
J8728

JB778
.2805
Je836

1.0377
1.0386
1.0394

11

00
10
20

.1908
.1987
.1965

.1944
.1974

1.0187
1.0198
1.0199

16

00
10
20

J8766
J3812

JB867
JS931

1.0403
1.0412
1.0421

80
40
50

.1994
.2022
J^l

.2065

1.0205
1.0211
1.0217

80
40
50

JS840
.2868
JS896

.2994
.8026

1.0429
1.0439
1.0448

12

00
10
20

.2079
.2108
J3186

.2126
J8156
J2186

1.0228
1.0230
1.0286

17

00
10
20

J3924
.2952
.2979

.8057
.3089
.3121

1.0457
1.0466
1.0476

80
40
50

JB164
.2198
J3221

J8217
J3247
J8278

1.0248
1.0249
1.0256

80
40
50

.8007
.8085
.8062

.8153
.8185
.3217

1.0485
1.0495
1.0505

13

00
10
20

J2278
.2806

.2809
.2870

1.0268
1.0270
1.0277

18

00
10
20

.8090
.8118
.8145

.8249
.3281
.8314

1.0515
1.0525
1.0535

80
40
50

J8d84
.2868
J^l

.2401
.2482
.2462

1.0284
1.0291
1.0299

80
40
50

.8173
.8201
.3228

.3346
.3878
.3411

1.0545
1.0555
1.0566

14

00
10
20

.2419
.2447
^76

.2498
JB524
.2555

1.0806
1.0814
1.0821

19

00
10
20

.1)256
.8283
.3311

.3443
.3476
.3508

1.0576
1.0587
1.0598

\

80
40
50

J3504
JS582
.2560

.2586
.2617
.2648

1.0829
1.0887
1.0845

80
40
50

.3338
.8365
.3393

.3541
.3574
.3607

1.0608
1.0619
1.0631

THE CARNEGIE STEEL COMPANY, LIMITED.

NATUBAI. SINES, TANGENTS AND SECANTS.

(continued.)

Deg.

00
10
20

Sine.

Tangent

Secant

Deg.
26

Hin.

00
10
20

Sine.

Tangent

Secant

20

.8420
.8448
.8475

.8640
.8678
.8706

1.0642
1.0653
1.0665

.4226
.4253
.4279

.4663
.4699
.4734

1.1084
1.1049
1.1064

80
40
50

.8502
.8529
.8557

.8789
.8772
.8805

1.0676
1.0688
1.0700

80
40
50

.4805
.4831
.4858

.4770
.4806
.4841

1.1079
1.1095
1.1110

21

00
10
20

.8584
.8611
.8688

.8889

.8872
.8906

1.0711
1.0728
1.0736

26

00
10
20

.4884
.4410
.4436

.4877
.4918
.4950

1.1126
1.1142
1.115S

80
40
50

.8665
.8692
.8719

.8989
.8978
.4006

1.0748
1.0760
1.0773

80
40
50

.4462
.4488
.4514

.4986
.5022
.5059

1.1174
1.1190
1.1207

22

00
10
20

.8746
.8778
.8800

.4040
.4074
.4108

1.0785
1.0798
1.0811

27

00
10
20

.4540
.4566
.4592

.5095
.5182
.5169

1.1223
1.1240
1.1257

80
40
50

.8527
.8854
.8881

.4142
.4176
.4210

1.0824
1.0887
1.0850

80
40
50

.4617
.4643
.4669

.6206
.5248
.5280

1.1274
1.1291
1.1808

23

00
10
20

.8907
.8934
.8961

.4245
.4279
.4814

1.0864
1.0877
1.0891

28

00
10
20

.4695
.4720
.4746

.6317
.5354
.5892

1.1826
1.1843
1.1361

80
40
50

.8987
.4014
.4041

.4848
.4883
.4417

1.0904
1.0918
1.0932

80
40
50

.4772
.4797
.4823

.6430
.5467
.5505

1.1879
1.1897
1.1415

24

00
10
20

.4067
.4094
.4120

.4452
.4487
.4522

1.0946
1.0961
1.0975

29

00
10
20

.4848
.4874
.4899

.6643
.5581
.5619

1.1484
1.1462
1.1471

80
40
50

.4147
.4178
.4200

.4557
.4592
.4628

1.0989
1.1004
1.1019

80
40
50

.4924
.4950
.4975

J6m
.5696
.5785

1.1490
1.1509
1.1628

0^1Q

THE CARNEGIE STEEL COMPANY, ]

LIMITED.

NATUBAIi SINES, TANGENTS AND SECANTS.

(continued.)

SO

Min.

00
10
20

SinA.

Tangent

Seeani

D«g.

Kin.

Sine.

Tangent

Secant

.5000
.5025
.5050

.5774
.5812
.5851

1.1547
1.1666
1.1686

36

00
10
20

j;786
.5760
.5783

.7002
.7046
.7089

1.2208
1.2233
1.2258

80
40
50

.5076
.5100
.5125

.5890
.5930
.5969

1.1606
1.1626
1.1646

80
40
50

.5807
.5831
.5864

.7138
.7177
.7221

1.2288
1.2309
1.2335

31

00
10
20

.5150
.5175
.5200

.6009
.6048
.6088

1.1666
1.1687
1.1707

36

00
10
20

.5878
i^901
i^925

.7265
.7810
.7855

1.2361
1.2387
1.2413

30
40
50

.5225
.5250
.5275

.6128
.6168
.6208

1.1728
1.1749
1.1770

30
40
60

.5948
.5972
.5996

.7400
.7445
.7490

1.2440
1J2467
1.2494

82

00
10
20

J5m
.5324
.5348

.6249
.6289
.6330

1.1792
1.1813
1.1836

37

00
10
20

.6018
.6041
.6066

.7636

.7681
.7627

1.2521
1.2649
1J2677

30
40
50

.5373

.5398
.5422

.6371
.6412
.6453

1.1857
1.1879
1.1901

30
40
50

.6088
.6111
.6134

.7678
.7720
.7766

1JB605
1.2638
1.2661

33

00
10
20

.5446
.5471
.5495

.6494
.6536
.6577

1.1924
1.1946
1.1969

38

00
10
20

.6157
.6180
.6202

.7818
.7860
.7907

1.2690
1.2719
1.2748

80
40
50

il519
i^544
ii568

.6619
.6661
.6703

1.1992
1.2015
1JS039

30
40
50

.6225
.6248
.6271

.7954
.8002
.8050

1.2778
1.2808
1.2837

34

00
10
20

il592
.5616
.5640

.6745
.6787
.6^30

1J3062
1.2086
1J8110

39

00
10
20

.6298
.6316
.6338

.8098
.8146
.8195

1J3868
1J2898
1J8929

30
40
50

.5664

0)712

.6878
.6916
.6959

1.2134
1J8158
1.2183

30
40
50

.6361
.6383
.6406

.8243

.8292
.8342

1.2960
1.2991
1.3022

9.4^

THE CABNEGIE STEEL COMPANY, L.IMITBD.

^ATUBAIi SINES, TANGEXTTS AKD SECANTS.

(CONTINUKD.)

H'

00
10
20

Sine.

Tangent

Secant

Deg.
46

mn.

00
10
20

Sine.

Ttogent

Seoani

40

.6428
.6450
.6472

.8891
.8441
.8491

1.8054
1.8086
1.8118

.7071
.7092
.7112

1.0000
1.0058
1.0117

1.4142
1.4188
1.4225

80
40
50

.6494
.6517
.6589

.8541
.8591
.8642

1.8151
1.8184
1.8217

30
40
50

.7188
.7158
.7173

1.0176
1.0235
1.0295

1.4267
1.4810
1.4352

41

00
10
20

.6561
.6588
.6604

.8698
.8744
.8796

1.3250
1.8284
1.3318

46

00
10
20

.7193
.7214
.7234

1.0355
1.0416
1.0477

1.4396
1.4439
1.4483

80
40
50

.6S36
.6648
.6670

.8847
.8899
.8952

1.3352
1.8886
1.3421

80
40
50

.7254
.7274
.7294

1.05 »
1.0599
1.0661

1.4527
1.4572
1.4617

42

00
10
20

.6691
.6718
.6734

.9004
.9057
.9110

1.3456
1.3492
1.3527

47

00
10
20

.7314
.7333
.7358

1.0724
1.0786
1.0850

1.4668
1.4709
1.4755

80
40
50

.6756
.6777
.6799

.9168
.9217
.9271

1.3563
1.3600
1.3636

30
40
50

.7373

.7392
.7412

1.0918
1.0977
1.1041

1.4802
1.4849
1.4897

Id

00
10
20

.6820
.6841
.6862

.9825
.9880
.9485

1.3673
1.3711
1.8748

48

00
10
20

.7431
.7451
.7470

1.1106
1.1171
1.1287

1.4945
1.4993
1.5042

80
40
50

.6884
.6905
.6926

.9490
.9545
.9601

1.3786
1.3824
1.3863

30
40
50

.7490
.7509
.7528

1.1303
1.1869
1.1486

1.5092
1JH41
1.5192

14

00
10
20

.6947
.6967
.6988

.9657
.9718
.9770

1.3902
1.3941
1.3980

48

00
10
20

.7647
.7566
.7585

1.1504
1.1571
1.1640

10)248
1.5294
li»S45

80
40
50

.7009
.7080
.7050

.9827
.9884
.9942

1.4020
1.4061
1.4101

30
40
50

.7604
.7628
.7642

1.1708
1.1778
1.1847

1.5896
1.5450
1.5504

245

THE CARNEGIE STEEL COMPANY, LIMITED.

KATXTItAL SINES, TANGEKTS AND SECANTS.

(continued.)

Beg.

IGn.

00
10
20

Sine.

Tangent.

Secant

Deg.
66

mn.

00
10
20

ffine.

Tangent.

SO

.7660
.7679
.7698

1.1918
1.1988
1.2059

1.5667
1.5611
1.5666

.8192
.8206
.8225

1.4281
1.4870
1.4460

80
40
50

.7716
.7785
.7758

U181
1.2208
1.2276

1.5721
1.5777
1.5888

80
40
50

.8241
.8258
.8274

1.4650
1.4641
1.4788

51

00
10
20

.7771
.7790
.7808

1J8849
1.2428
1.2497

1.5890
1.5948
1.6005

56

00
10
20

.8290
.8807
.8828

1.4826
1.4919
1.5018

80
40
50

.7826
.7844
.7862

1J2572
1J2647
1J8728

1.6064
1.6128
1.6188

80
40
50

.8889
.8865
.8871

1.5108
1^204
1.5801

52

00
10
20

.7880
.7898
.7916

1.2799
1J8876
1.2954

1.6248
1.6808
1.6366

67

00
10
20

.8408
.8418

1.6899
1.5497
1.5697

80
40
50

.7984
.7951
.7969

1.8082
1.8111
1.8190

1.6427
1.6489
1.6558

80
40
60

1.6697
1.6798
1.5900

58

00
10
20

.7986
.8004
.8021

1.8270
1.8851
1.8482

1.6616
1.6681
1.6746

68

00
10
20

.8480
.8496
.8611

1.6003
1.6107
1.6218

80
40
50

.8089
.8066
.8078

1.8514
1.8597
1.8680

1.6812
1.6878
1.6945

80
40
60

.8526
.8542
.8557

1.6819
1.6426
1.6584

54

00
10
20

.8090
.8107
.8124

1.8764
1.8848
1.8984

1.7018
1.7081
1.7161

60

00
10
20

.8572
.8587
.8601

1.6648
1.6758
1.6864

80
40
50

.8141
.8168
.8175

1.4019
1.4106
1.4198

1.7221
1.7291
1.7862

80
40
50

.8616
.8681
.8646

1.6977
1.7090
1.7205

1

1.7484
1.7507
1.7681

1.7665
1.7780
1.7806

1.7888
1.7960
1.8089

1.8118
1.8198
1.8279

1.8861
1.8448
1.8527

1.8612
1.8699
1.8788

1.8871
1.8959
1.9048

1.9189
1.9230
1.9823

1.9416
1.9511
1.9606

1.9703
1.9801
1.9900

246

THhJ CARNEGTF] STRET. COMPANY, LIMITED.

KATURAL SimSS, TANGEKTS AND SECANTS.

(CONTlNXraj>.)

-

D«g. Min.

SiiiA.

Tangent

Secant

Deg.
65

ICn.

00
10
20

Sine.

Tangent

SeoaBt

60

00
10
20

.8660
.8675
.8689

1.7821
1.7487
1.7556

2.0000
2.0101
2.0204

.9068
.9075
.9088

2.1445
2.1609
2.1776

2.8603
2.8811
2.3961

80
40
50

.8704
.8718
.8732

1.7675
1.7796
1.7917

2.0308
2.0413
2.0519

80
40
50

.9100
.9112
.9124

2.1943
2.2113
2J3286

2.4114
2.4269
2.4426

61

00
10
20

.8746
.8760
.8774

1.8040
1.8165
1.8291

2.0627
2.0736
2.0846

66

00
10
20

.9185
.9147
.9159

2J3460
2JB637
2.2817

2.4586

2.4748
2.4912

80
40
50

.8788
.8802
.8816

1.8418
1.8546
1.8676

2.0957
2.1070
2.1185

30
40
50

.9171
.9182
.9194

2JB998
2.8188
2.8369

2.5078
2.5247
2.5419

62

00
10
20

.8843
.8857

1.8807
1.8940
1.9074

2.1301
2.1418
2.1537

67

00
10
20

.9205
.9216
.9228

2.3659
2.8750
2.8945

2J593
2.5770
2.594$)

80
40
50

.8870
.8884

1.9210
1.9347
1.9486

2.1667
2.1786
2.1902

80
40
50

.9239
.9250
.9261

2.4141
2.4342
2.4545

2.6181
2.6316
2.6504

63

00
10
20

.8910
.8923
.8986

1.9626
1.9768
1.9912

2J8027
2.2153
2.2282

68

00
10
20

.9272
.9283
.9293

2.4751
2.4960
2.5172

2.6606
2.6888
2.7065

80
40
50

.8949
.8962
.8975

2.0067
2.0204
2.0353

2.2412
2.2548
2.2677

80
40
50

.9304
.9815
.9825

2.5886
2.5605
2.5826

2.7286
2.7488
2.7685

64

00
10
20

.8988
.9001
.9018

2.0603
2.0655
2.0809

2J2812
2.2949
2.3088

69

00
10
20

.9836
.9346
.9356

2.6051
2.6279
2.6611

2.7904
2.8117
2.8384

80
40
50

.9026
.9038
.9051

2.0965
2.1123
2.1283

2.3228
2.8871
2.8515

80
40
50

.9867
.9877
.9887

2.6746
2.6086
2.7228

2.8555
2.8779
2.9006

L

2<

1:7

THE CARNEGIE STEEL. COMPANY. LIMITED.

^ATUBAIi SINES, TANGENTS AND SECANTS

(continued.)

Deg.

00
10
20

Sme.

Tangent

Secant

76

Min.

00
10
20

Sine.

Tangent Secant

70

.9897
.9407
.9417

2.7476
2.7726
2.7980

2.9288
2.9474
2.9718

.9669
.9667
.9674

8.7821
3.7760
8.8208

8.8687
8.9061
8.9496

80
40
60

.9426
.9486
.9446

2.8289
2.8602
2.8770

2.9957
8.0206
8.0468

80
40
60

.9681
.9689
.9696

8.8667
8.9136
8.9617

8.9989
4.0894
4.0859

71

00
10
20

.9466
.9466
.9474

2.9042
2.9819
2.9600

8.0716
8.0977
8.1244

76

00
10
20

.9708
.9710
.9717

4.0108
4.0611
4.1126

4.1886
4.1824
4.2824

80
40
60

.9488
.9492
.9602

2.9887
8.0178
8.0476

8.1515
3.1792
8.2074

80
40
60

.9724
.9780
.9787

4.1658
4.2198
4J2747

4.2887
4.8862
4.8901

72

00
10
20

.9611
.9620
.9628

8.0777
8.1084
8.1897

8JB861
8J365d
8.2961

77

00
10
20

.9744
.9760
.9767

4.8815
4.8897
4.4494

4.4454
4.6022
4.6604

80
40
60

.9687
.9646
.9666

8.1716
3.2041
8.2871

8.8266
8.8665
8.8881

80
40
60

.9768
.9769
.9776

4.6107
4.6786
4.6882

4.6202
4.6817
4.7448

73

00
10
20

.9668
.9672
.9680

8.2709
3.3062
3.3402

8.4208
8.4682
8.4867

78

00
10
20

.9781
.9*787
.9798

4.7046
4.7729
4.8480

4.8097
4.8765
4.9452

80
40
60

.9688
.9696
.9606

3.8759
8.4124
8.4496

8.6209
8.5659
8.6915

80
40
60

.9799
.9806
.9811

4.9162
4.9894
6.0658

6.0169
6.0886
6.1686

74

00
10
20

.9618
.9621
.9628

8.4874
8.6261
3.6656

8.6280
3.6662
8.7082

79

00
10
20

.9816
.9822
.9827

«

6.1446
6J2267
6.8093

5.2408
6.8206
6.4026

SO
40
60

.9686
.9644
.9662

8.6069
8.6470
8.6891

8.7420
8.7817
8.8222

80
40
60

.9888
.9838
.9848

6.8966
6.4845
6.6764

5.4874
6.6749
6.6663

248

THE CARNEGIE STEEIi COMPANY, LIMITED.

r

NATUBAL SINES, TANGENTS AND SECANTTa

(CONTINUKD.)

Deg. Mm.

Sm«.

Tangent! SMUi

Deg.
86

IGn.

00
10
20

S?ne.

Tangent

Secant

80

00
10
20

.9848
.9858
.9858

5.6718
5.7694
5.8708

5.7688
5.8554
5.9554

•9962
.9964
.9967

11.480
11.826
12J851

11.474
11.868
12.291

80
40
50

.9868
.9868
.9872

5.9758
6.0844
6.1970

6.0589
6.1661
6J87?2

80
40
50

.9969
.9971
.9974

12.706
18.197
18.727

12.745
13J285
13.763

81

00
10
20

.9877
.9881
.9886

6.3188
6.4348
6.5606

6.8925
6.5121
6.6868

86

00
10
20

.9976
.9978
.9980

14.801
14.924
15.605

14.836
14.958
15.687

80
40
50

.9890
.9894
.9899

6.6912
6.8269
6.9682

6.7655
6.8998
7.0896

80
40
50

.9981
.9988
.9985

16.850
17.169
18.075

16.880
17.198
18.103

82

00
10
20

.9908
.9907
.9911

7.1154
7J8687
7.4287

7.1S58
7.33'72
7.4957

87

00
10
20

.9986
.9988
.9989

19.081
20.206
21.470

19.107
20.280
21.494

80
40
50

.9914
.9918
.9922

7.5958
7.7704
7.9530

7.6618
7.8844
8.0156

80
40
50

.9990
.9992
.9998

22.904
24.542
26.482

22.926
24.562
26.451

83

00
10
20

.9925
.9929
.9982

8.1448
8.8450
8.5555

8.2055
8.4047
8.6188

88

00
10
20

.9994
.9995
.9996

28.686
81J^
84.868

28.654
81.25^
84.882

80
40
50

.9986
.9989
.9942

8.7769
9.0098
9.2553

8.8837
9.0652
9.8092

80
40
50

.9997
.9997
.9998

:».188
42.964
49.104

88.202
42.976
49.114

84

00
10
20

.9945
.9948
.9951

9.5144

9.7882

10.0780

9.5668

9.8391

10.1275

89

00
10
20

.9998
.9999
.9999

57J890
68.750
85.940

57Jm
68.767
85.946

80
40
50

.9954
.9957
.9959

10.8854
10.7119
11.0594

10.4334
10.7585
11.1045

90

30
40
50

00

1.0000
1.0000
1.0000

1.0000

114.589
171.885
843.774

Infinite.

114.598
171.888
848.776

Infiniie.

24

:0

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUABBS, OX7BES AND RBOIPBOOALS.

Vos.

Sonant.

Oabei.

Badpooalt.

lot.

flqntnt.

Oabei.

Kadproeals.

1
2
8
4
6

6
7
8
9
10

1

4

9

]6

25

86
49
64
81

luo

1
8

27

61

125

216
848
612
729
1000

l.OOOOOOOOO
.500000000
.838883883
.250000000
.200000000

61
62
68
64
66

66
67
68
69
60

20 01
27 04
2800
2916
8025

3186
8249
88 64
8481
8600

182651
140608
148877
167464
166875

175616
186198
105112
205879
216000

.019607848
.019230769
.018867025
.018618519
.018181818

.017857148
.017548860
.017241879
.016949168
.016666667

.1€I857148
.126000000
.111111111
.100000000

11
12
IH
14
15

121
144

169
196
225

1881
1728
2197
2744
8875

.090000091
.063838838
.070928077

.071428671

muuuuuuer
.UOOOuOOOl

61
62
63
64
66

87 21
8844
89 69
40 96
4225

226 961
288828
250047
262144
274625

.016898448
.016129082
.015873016
.016625000
.016884615

16
17
18
19

2a

266
289
824
861
400

4006
4 913
6882
6850
8000

.062500000
.058828529
.066666566
.052681679
.060000000

66
67
68
69
70

4866
44 89

46 24

47 61
4900

287496
800763
814482
828609
843000

.016161615
.014825873
.014706882
.014492754
.014285714

21
22
28
24
25

441
484
629
576
625

0261
10648
12167
18 824
16625

.047619048
.0^5461545
.048478260
.041666667
.040000006

71
72
78
74
75

60 41
6184
6329
64 76
66:^5

867911
878218
889017
405224
421875

.014084507
.018888889
.013696630
.013513514
.018888388

26
27
28
29
8U

676
729
784
841
900

17676
19688
21952
24389
27 000

.038461688
.087087037
.086714286
.084482769
.068883888

76
77
78
79
80

5776
69 29
60 84
6241
64 00

488 976
466 6H8
474652
493039
612000

.018157895
.012967013
.012820513
.012658228
.012500000

81
82
88
84
85

961
1024
1089
1166
1225

29791
82768
a'>987
88804
^875

.081258065
.031250000
.060808000
.029411766
.028671429

81
82
88
84
85

6661
67 24
6689
7056
7225

681441
551368
671787
602704
614125

.012845679
.012195122
.012048193
.011904762
.011764706

86
87
88
89
40

1296
18 69
1444
1621
1600

46 666
60 653
64 872
60819
64000

.027777778
.027027027
.026315789
.025641026
.026000000

86
87
88
89
90

78 96
75 69
7744

79 21
8100

686066
668603
681472
704 969
729000

.011627907
.011404258
.011363636
.011285955

.ouiiim

41
4i
48
44
45

1681
17 64
1849
19 86
2025

68021
74 088
79507
85184
91125

.024890244
.028809524
.023255814
.022r27273
.022222222

91
92
93
94
95

8281
8464
86 49
8886
9025

758571
778688
804357
880584
857 875

.0109890U
.010869665
.010762688
.010638298
.010526316

46
47
48
49
60

2116
22 09
28 04
24 01
2500

97 386
108823
110 602
117649
125000

.0?1789180
.021276600
.020tt3388:^
.020408168
.020000000

OG
97
98
09
100

9216
94i>9
96 04
98 OL
100 CO

884786
912 678
941192
970299
1000000

.010416667
.010809278
.010204082
.010101010
.010000000

250

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

Sqvani.

tebei.

Biflinrodikli.

Sqvani.

Oabei.

Eadprooala.

102 01
104 04
10609
10616
110 26

112 36
11449
116 64
11881
12100

12821
125 44

127 69
129 96
13225

184 56
136 89

189 24
14161
14400

146 41
148 84
15129
163 76
156 26

158 76
16129
163 84
166 41
169 00

17161
17424
176 89
179 66
18225

184 96
187 69

190 44
19321
196 00

19681
2 0L64
204 49
2 07 36
21025

21816
216 09
219 04
2 22 01
225 00

1030801
1061208
1092727
1124 864
1157 625

1191016
1225043
1259712
1296029
1881000

1867631
1404 928
1442897

1 481644
1620876

1660896
1601618
1643032
1686169
1728000

1771661
1816848
1860 867
1906 624
1968125

2000 876
2048 3H3
2097162
2146689
2197 000

2248091
2299 968
2862 637
2406104
2460875

2516 456
2671853
2628072

2 686619
2744 000

2 803221
2868288
2924 207
2986984
8048626

8112136
3 176 528
8 241792
8807 949
8376000

.fXWvOO^BO
.00960692^2
.009706788
.009615-S86
.009528610

.009488962
.000346794
.009259259
.009174812
.009090909

.009000009

.006926671
.006849658
.006771960
.006695662

.006620690
.006647009
.006174576
.008403361
.008638838

.006264468
.006196721
.006180081
.006061616
.006000000

.007986508
.007874016
.007812500
.007761986
.007692808

.007633568
.007575768
.007518797
.007462687
.007407407

.007352941
.007299270
.007246877
.007194245
.007142857

.007002199
.007042254
.006998007
.006944444
.006896552

.006849815
.006802721
.006756757
.0067114<>9
.006666667

161
152
168
164
165

166
167
158
150
160

161
162
168
164
166

166
167
168
160
170

171
172
178
174
175

176
177
178
179
180

181
182
183
184
186

186
187
188
189
190

191
192
193
194
195

196
197
198
199
200

22801
28104
284 09
28716
24035

248 86
246 49

249 64
26261
26600

360 21
362 44
266 69
26696
272 26

27666
278 89
28234
28661
289 00

292 41
29684
299 29
80276
80625

80976
318 29
31684
82041
82100

827 61
8 8124
834 89
888 56
84226

84596
849 69
853 44

867 21
86100

864 81

868 64
872 49
876 86
88025

38416
388 09
89201
896 01
40000

8 443961
8611806
8581577
8<<52 264
372S676

8796 416
3860 898
8944812
4 019 679
4096000

4178381
4251628
4380747
4410944
4492126

4674296
4667 463
4741682
4826 809
4918 OJO

6000211
6068 448
6177717
6268024
6859376

6 451 776
6646 238
6639762
67a5839
5832000

6920741
6026668
6128 487
6229604
6831626

6434 856
6639 208
6644 672
6761260
6859000

6067871
7077 888
7189067
7801884

7 414676

7529 586
7645878
7 762892
7880699
6000000

.006622617
.0066789^
.006535048
.006tt85Otf
.00646iaiS

.006410266
.006969427
.006829114
.00626990(1
.006250000

.006211180
.006172840
.006134000
.006097561
.006060006

.006024006
.006088024
.006062881
.003917100

.006862858

.005847858
.005813868
.0)6780847
.005747126
.006714286

.005681818
.006649716
.006617978
.006586602
.006556566

.006524862
.006494506
.006464481
.005434786
.006406405

.006876844
.006347694
.005819149
.005291006
.005263168

J0O5235603
.093306888
.005181847
.005164689
.006138306

.0061Q20a
.006076143
.006060605
.006025136
.006000000

r

251

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

I«B. Sqwns.

OftlMI.

Bfldproeals.

Koi.

Sqvani.

251

68001

252

68504

258

64009

254

64516

265

66025

256

65586

257

660 49

258

66564

250

670 81

260

67600

261

68121

262

686 44

268

69160

284

69696

265

70226

266

70756

267

71289

268

71824

269

72361

270

729 00

271

784 41

272

78984

278

74529

274

750 76

276

76625

276

7 6176

277

767 29

278

772 84

279

778 41

280

784 00

281

78961

282

795 24

288

80089

284

806 56

285

81225

286

817 96

287

828 60

288

82944

289

83521

290

84100

291

84681

292

85264

293

858 49

294

864 86

295

870 25

296

87616

297

88209

298

88804

299

894 OL

800

90000

OalMi.

Badpooalt.

201
202
208
201
205

206
207
208
209
210

211
212
218
214
215

216
217

218
2J9
220

221
222
223
224
225

226
227
228
229
280

281
282
288
284
286

286
287
288
289
240

a41
242
248
244
246

216
247
218
2i0
260

40401
408 (H
412 09
41616
420 25

424 36
4 28 49
482 64
486 81
44100

4^21
449 44
46369
4 67 96
462 25

466 66
47089
4 7624
479 61
484 00

48841
49284
497 29
50176
50625

51076
61629
61984
62441
62900

588 61
588 24
54280
54766
66225

66696
66169
56644
57121
67600

68081
68564
59049
59686
60026

603 J6
61009
61604
62001
62500

8120601
8242408
8865427
8480661
8616125

8711816
8869743
8998912
91298-^
9261000

98aS931
9528128
9668697
9800844
9988875

10077 696
10218818
10860 282
10606459
10648000

10798861
10941048
11089667
11239424
U890625

11543176
11607088
11852352
12008989
12167000

12826891
12487168
12 649 837
12812904
12977 875

18144 256
13812053
18481272
18651919
18824000

18997521
14 172 488
14348907
14626784
14706125

14886936
16069 223
15262992
15438249
15625000

.004976124
.004060496
.004026108
.004901961
.004878049

.004854360
.00488U918
.004807692
.004784689
.004761906

.004780336
.004716981
.004694836
.004672897
.00465U68

.004629680
.004606295
.U045K7166
.O04'>66210
.004646165

.004524887
.0046046as
.0044«<4306
.004464286
.004444444

.004424779
.001405286
.004385065
.004366812
.004347826

.004829004
.004310846
.004291845
.004278504
.004256819

.004237288
.004219409
.004201681
.004184100
.004166667

.004149378
.004182231
.004115226
.004098861
.004081633

.004066041

.004032258
.004016064
.004000000

16818251
16008 0U6
16194277
16887064
16681876

16777 216
16974603
17178612
17 878979
17676000

17 779681

17 984 728
18191447
18899 744

18 609625

18821096
190^4163
19248832

19 4651U9
19683000

19902511
2a 128 648
20346417

20 670824
20 796876

2L 024 676
212^933
21484952
21 717 639
21962000

2218K041
22425768
22 665 187

22 908304
23149125

23898656

23 639 908

23 887 872
24137669

24 88900U

24 642171
24897 088
25153767

25 412184
26672376

25934836
26 198 073
26463592
26730 899
27000000

.008984064
.003968254
.008962569
.008937008
.003021569

.008906250
.003891031
.003876069
.008861004
.008846164

.008<^1418
.008816794
.008802281
.00S787M79
.008778585

.008759398
.003745318
.003781843
.008717472
.003708704

.0036900T7
.003676471
.003668004
.003649635
.003866364

.003623188
.008610108
.00a597122
.008584229
.003671429

.003558719
.008546099
.003683569
.008521127
.003508772

.003496503
.003484:m
.003472222
.003460208
.003448276

.003436426
.003424658
.008412969
.008401361
.008389831

.008378378
.008367003
.003855705
.003844482
.008883888

OCCO

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued. •

801

ao2

803
804
806

Sqo&res

9 0A01
91204
91809
92416
98026

980 36
94249
94864
954 81
96100

96721
97844

97969
98596
99225

90866
1004 89
101124
101761
102400

108041
198684
104829
104976
105625

106276
106929
107584
108241
108903

109561
110224
1108 89
111556
U2225

112896
1185 69
11 42 44
114921
115600

11
11
11
11
U

11
12
12
Vi
12

62 81
69 64
7649
83 36
0025

9716
04 09
1104
1801
2500

Cabes.

Kadproflals. I los.

27 270 901
27548608
27818127
28094464
28872625

28652616

28 93444!i
29218112
29503629
297910U0

30080231
80871828
80664297
80059144
81255875

81554496
81855018
82157 432
82461759
82768000

88076161
83886248

83 698267

84 012224
84 828 125

84645976
34 965783
35287552
35611289
35937000

36 264691
36504368
36926037

37 259704
87 595375

87933066
38272753

38 614472
38958219

39 304000

39651821

40 001688
40 353 607
40 707 584
41068625

41421786
41781923
42 144 192
42508549
42875000

.008322259
.003811258
.003800830
.008289474
.003278689

.008267074
.008257829
.008246753
.006236246
.008226806

.00016484

.008205128
.0i<8194888
.003184713
.003174603

.003164557
.003154574
.903144654
.003134796
.003125000

.008115266
.003105690
.008095975
.008086420
.003076928

.003067485
.008058104
.008048780
.003039514
.008030808

.003021148
.008012048
.003003003
.002994012
.002985075

.002976190
.002967359
.002958580
.002949853
.00294U76

.00293^1
.002923977
.0029 6452
.002906977
.002898651

.002890178
.002881844
.0028^^8563
.002865330
.002857143

&5I
852
363
854
866

856
357
858
359
860

861
862
863
864
865

866
867
868
869
870

371
872
378
874
375

876
877
878
379
880

881
382
383
884
885

886
387
388
389
890

891
392
893
394
895

896
397
898
899
400

Sqiians.

Cubes.

128201
128904
124609
126316
126026

126786
127449
128164
128881
129600

180821
131044
1817 69
182496
188226

188966
184689
185424
18 6161
186900

187641

13 8384
189129
189876
140625

141876
142129
142884
148641
144400

14 5161
14 6924

14 6689
147456
148226

148996
149769

15 0644
15 13 21
162100

162881
158664
1644 49
1552 36
1660 25

166816
157609
1684 04
159201
160000

48M8661
48614208
43986977
44 861864
44788875

45118016
45499298
45882712
46268 279
46656000

47045881
47 437928
47832147
48228644
48627125

49027896
49 480863
49886032
60248409
60668000

61064 811
61478848
61895117
62818 624
62784875

63157 876
63582633
54010152
54439939
54872000

65806841
55742 968
66181887
56628104
67066626

67512456
67960608
58 411072
68863869
69819000

69778471
60286288
60698457
61162984
61629875

62099186
62570778
68044792
68621199
64000000

Kedprootls.

.002840008
.002840909
.002882861
.002824860
.002816001

.0028080RO

.00280112&
.002793206
.00 278651 5
.002777778

.002770068
.002762481
.002764821
.002747258
.002789726

.002782240
.002724796
.002717891
.002710027
.002702706

.002696418
.002688172
.002680965
.002673797
.002666667

.002650574
.002652520
.000645608
.002688622
.002681679

.002624672
.0U2617801
.002610066
.002604167
.002597406

.002590674
.002688979
.002577S20
.002570604
.002564106

.002667545
.002651020
.002544629
.002638071
.002631646

.00252525^
.002618892
.002612563
.008606266
.008600009

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

los.

401
402
408
404
405

406
407
406
400
410

4U
412
413
414
415

416
417
418
419
420

421
422
423
424
405

426

427
428
429
430

431
432
433
434
435

436
437
438
439
410

441
442
443
444
445

446
447
448
449
450

Squares.

160801
161604
1624 09
163216
164026

164836
165649
16 6464
167281
168100

168921

16 9744
170569
171396
172225

17 3056
17 8889
1747 24
17 55 61
17 6400

177241
17 8084
17 8929
17 9776
180625

181476
1823 29
188184
1840 41
184900

185761
1866 24
1874 89
188366
189225

190096
19 0969
191844
1927 21
193600

1944 81
1953 64
196249
19 71 36
198025

198016
199809
200704
201601
2025 00

OalMi.

64 481201
64964806
65450827
65939264
66480125

66023416
67419143
67 917312
68417 929
68921000

69^^581
69934528
70444 997
70967944
71473875

71991296
725U713
73084682
73560059
74068000

74618461
75151448
75686967
76225024
76765625

77 808776
77854 483
78402752

78 963589
79607000

80082991
80621568
81182787
81746504
82312875

82881856
83458453
84027 672
84604519
85184000

85766121
86350 888
86938807
87528 884
88121125

88716586
89 814623
89 915892
90518849
91125000

KMiprooalfl.

.002408766
.002487562
.002481390
.002475248
.002460186

.002469064
.002457002
.002450960
.002444968
.002439024

.002433090
.002427184
.002421808
.002415459
.002409689

.002408846
.002398062
.002892844
.002386685
.002880962

.002875297
.002869668
.002864066
.002858491
.002362941

.002847418
.002841920
.002886449
.002881002
.002326681

.002820186
.002314815
.002809469
.002804147
.002298851

.002293578
.002288880
.002283105
.0022n904
.002272727

.002967574
.002262443
.002257386
.002252252
.002247191

.002242152
.002237136
.002282143
.002227171
.002222222

lot.

451
462
453
454
455

456
457
458
459
460

461
462
463
464
465

466
467
468
469
470

471
472
473
474
475

476
477
478
479
480

481

482
488

484
485

486
487
488
489
490

491
492
493
494
495

496
497
498
499
600

Squrei.

208401
204304
205209
206116
207025

207986
2088 49
20 9764
210681
211600

212621
213444
214369
216296
216225

217156
218089
219024
219961
220900

221841
222784
228729
224676
226625

226576
227529

22 8484
229441
230400

231361
232324
233289
234256
236226

286196

23 7169
238144
239121
240100

241081
242064

24 80 49
244086
246025

24 6016
2470 09
24 8004
24 9001
250000

Oubes.

91733851
92845406
92960677
93^6664
94196375

94818816
95443993
96071912
96 702679
97886000

97972181
966U128
99262847
99897844
100544625

101194696
101847663
102603282
108 161 709
108823000

104487111
105154 048
105823817
106496424
107171876

107860176
108631333
109215352
109902239
110692000

111284641
111980168
112 678587
113379904
U4 084 125

114791266
115501303
116 214 272
116 930169
117649000

118870771
119095488
119828167
120553784
121287875

122028986
122763 478
128 605992
124 261499
125000000

KadproMls.

.002217296
.002212869
.002207506
.002202643
.002197802

.002192982
.002188184
.002188406
.002176649
.002178918

.002169197
.002164502
.002159827
.002155172
.002150538

.002146028
.002141828
.002186752
.002182196
.002127660

.002128142
.002118644
.002114165
.002109706
.002106263

.002100840
.002096436
.002092050
.002087683
.002083333

.002079002
.002074689
.002070398
.002066116
.002061856

.002057618
.002068888
.002049180
.002044990
.002040816

.002036660
.002082520
.002028398
.002024291
.002020202

.002016129
.002012072
.002008032
.002004006
.002000000

I

THE CARNEGIE STEEL. COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

8|iira.

251001
262004
258009
254016
255025

250086
2570 49
258064
259081
260100

261121
262144
268160
264196
266225

266266
2672 89
268824
269361
27 0400

271441
27 24 84
278629
274576
27 6625

276676
27 7729
27 8784

27 9841
280900

281961
288024
284089
285L56

28 6225

287296
288869
2894 44
290621
2916 00

292681
298764
2948 49
2959 86
2970 25

298116
299209
800804
8014 01
802500

GnbM.

Kadproeali.

125751601
126606006
127268527
128024064
128787626

129664216
180828848
)8L096512
181872229
182651000

188^2881
184217728
135005697
135796744
186600875

187888096
188188413
188991832
189798a59
140606000

141420761
1422:36648
143055667
143877 824
144708126

145531676
146863183
147197952
148035889
1488770U0

149721291
160568768
151419437
152278804
153130875

163990656
154 854 163
155720872
166590819
157464000

^840421
159220088
160108007
160989184
161878625

162771886
163667828
164 566692
165469140
1668760001

.001996008
.001902082
.001968072
.001984127
.001980196

.001976285
.001972387
.001968604
.001964687
.001960784

.0Q19669«7
.001963125
.001949318
.001945525
.001941748

.001987964
.001984236
.001930602
.001926782
.0019280n

.001919886
.001915709
.001912046
.001908397
.001004762

.001901141
.00189753S
.001803969
.001890359
.001886702

.001888239
.001879699
.001876178
.001872650
.001869159

.001865672
.001862197
.001868786
.001855288
.001851852

.001848429
.001845018
.001841621
.001838235
.001834862

.0018!)1502
.001828164
.001824818
.001821494
.001818182

lot.

651
652
653
654
565

666
657
668

559
560

661
662
668

664
665

566
667
668
669
670

571
572
578
574
575

676
677
678
679
680

581
682
583
684
585

686
587
688
589
500

691
502
593
504
596

696
607
598
699
600

SqiunB.

808601
804704
805800
806916
808025

800186
810249
311364
812481
818600

814721
816844
816969
818096
819225

820866
821489
822624
328761
824900

826041
327184
8283 29
829476
880625

881776
882929
884084
886241
886400

887561

83 87 24
839889
841056
842225

848396
844569

84 6744
84 6921
84 8100

849281
850464
851649
352886
854025

P66216
856409
857604
868801
860000

Cabei.

167 284161
168196608
ltf9U2877
170081464
170968875

171879616
172808693
178741112
174676879
175616000

176658481
177504 828
178458547
179406144
180862125

181821406
182284263
183250432
184220009
185198000

186169411
187149248
188132617
189119224
190109875

191102976
19210003
193100652
194104639
195112000

196122941
197137868
198165287
199176 704
200201625

201280056
202262003
206297 472
204886469
205879000

206426071
207474688
208527857
209584684
210644875

211706786
212776173
218847192
214921799
216000000

BMiproeali.

.001814882
.001811604
.001806818
.001806064
.001801802

.001798561
.001796882
.001792115
.001788900
.001786714

.001782581
.001770350
.001776199
.001779060
.001769012

.001766784
.001768668
.001760663
.001757460
.001754386

.001761313
.001748262
.001746801
.0017«a60
.001788180

.001736111
.001788102
.001780104
.001727116
.001724138

.001721170

.001718218

.00171^

.00171J

.001700402

.001706486
.001706578
.001700680
.001697796
.001694915

.001682047
.001689189
.001686841
.001688602
.001680672

.001677882
.001675012
.00lfl729a
.001669119
.0016M67

OF\F,

THE CAKNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

lot.

601
602
603
604
606

606

607
006
609

610

611
612
618
614
.615

ei6

617
618
619
620

631
622
623
624
625

626
627
623
629
630

631
682
633
634
685

686
637
688
689
640

641
642
643
644
645

646
647
648
649
660

Sqoarat.

861201
862404

86 3609

36 4816
8660 25

817286
868449
8696 64

87 0881

87 2100

378321

37 45 44
37 57 69
37 6996
378225

879456
380689
3819 24
888161
384400

885641
386884
888129

88 9376

89 0623

8918 76
898129
89 4884
395641
39 6900

39 8161
39 94 24
4006 80
401956
4082 25

404496
4057 69
407044
408821
409600

410881
412164
418449
4147 86
416025

417816
418609
4199 04
421201
1422500

Cabes.

217061^1
21816720S
219256227
220348864
221445125

223545016

228648548
224755712
225866529
226961000

22S099181
229220928
230846397
2:U475544
232606375

233744806
234885113
236 029 0»
287176650
288828000

289488061
240641848
241804867
242970624
244140625

245314876
246491883
247673152
248358189
250047000

251289591
252485968
258686137
254840104
256047875

257 269456

258474853
259694072
260917119
282144000

268874721
264 609288
265847707
267C89064
268886125

209586136
270840023
272097792
273859449
2746^000

Kadproeals.

.001668894
.001661180
.001658875
.001666629
.001662893

.001660165
.001647446
.001644787
.001642036
.001688644

.001636661
.001688967
.001681821
.001638664
.001626016

.001628877
.001620746
.001618128
.001616600
.001612908

.001610606
.001607717
.001605186
.001602664
.001600000

.001567444
.001604896
.001592857
.001589825
.001587802

.001684786
.001582278
.001579779
.001677287
.001574808

.001572337
.0016611859
.001567898
.001564945
.001562500

.001560062
.001657682
.001555210
.001562795
.001560888

.001547988
.001545595
.001543210
.001540682
.001538462

Hos.

651
652
653
651
655

657
658
659
660

661
662
663
664
665

666
667
668

670

671
672
673
674
675

676
677
678
679
680

681
682
683
684
685

686
687
688
689
690

691
692
693
694
695

696
697

699
700

Sqoarei.

4238 01
425104
42 6409
4277 16

42 9025

480836

481649

43 2964
43 4281
4856 00

486921
4882 44

43 9569
4408 96

44 2225

448556

4448 89
446224
44 75 61
448900

460241
4515 84
452929
454276
455625

456976
458329
4596 84
4610 41
46 2400

46 8761
465124
4664 89
46 78 50

46 9225

47 0596
4719 69
47 8344
47 47 21
47 6100

477481
47 88 64
480249
481636
488025

484416
4858 09
487204
488601
490000

CalMi.

275 894 451
277167808
278445077
279796264
281 OU 875

282800416
288598393
284 890 312
286 191 179
287 496000

288804781
290117528
291434247
292754944
294079 625

295408296
296740968
298077 632
299 418 809
300768000

802111711
808464 448
304 821217
806182024
3U7546875

308915776
310288733
311665752
313 046 8-^9
314432 000

315821241

317 214 568

318 611987
320 013501
321419125

322828 866
824242703
325 660672
327082 769
828509 000

329989371
881873888
332812557
334255384
885702375

837158686
338606873
340068 392
341&t2 099
343000 000

Kadproeals.

.001536066
.001588742
.001531894
.00L529062
.001526718

.601524390
.001622070
.001519757
.001517451
.0015151Q2

.001512869
.001510574

.001608296
.001506024
.001508759

.001501502
.001499260
.001497006
.001494768
.001492687

.001490618
.001488095
.001485884
.001483680
.0^1481481

.001479290
.001477105
.001474926
.001472754
.001470688

.001468429
.001466276
.001464129
.001461988
.001459854

.001457726
.001455604
.001453488
.001451879
.001449275

.001447178
.001445087
.001448001
.001440922
.001488849

.001436782
.001434720
.001432665
.00143u615
.001428571

oc;«

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

Sqiuns.

491401
4928 04
49 4209
496616
49 7025

498486

49 9849
501264
5026 81

50 4100

505521
5069 44
50 8369
509796
511225

512656
514089
5155 24
516961
5L8I00

519841
521284
6227 29
524176
526625

527076
628529
62 99 84
6314 41
5829 00

53 4861
5358 24
53 7289

53 87 66

54 0225

541696
548169
5440 44
54 6121
5476 00

54 9081
550564
552049

55 8586
555026

556516
55 8009
559604
661001
66S600

Cabes.

844472101
845948408
847428927
848918 664
360402625

851896816
853893213
854894 912
356400829
857 911000

359426431
360944128
862 467 097
863994 344
365526876

367061696
368601813
370146 232
871694 950
373248000

874806861

376 367 048

377 933 067
379508 424
881078126

882657176
384 240583
385828 352
387420 489
889017000

890 617891
392223168
8938:^2837
395446904
397 065375

896688256
400316553
401947272
403583419
406224000

406869021
408518488
410 172 407
411880784
418498626

415160086
416882728
418608 992
420189749
421876000

Kadpooalt.

.001426634
.001424501
.001422475
.001420466
.001418440

.001416431
.001414427
.0U1412429
.001410437
.001408451

.001406470
.001404494
.001402525
.001400560
.001808601

.001896648
.001394700
.001392758
.001890821
.001888889

.001886968
.001385042
.001883126
001881215
.001379810

.001877410
.001876516
.001373626
.001871742
.001869668

.001867989
001866120
.001864256
.001362398
.001360544

.001858696
.001856862
.001355014
.001353180
.001351851

.001840528
.001847709
.001345895
.001344086
.001342282

.001840483
.001338688
.001386896
.001886118
.001838888

Hos.

761
752
753
754
756

766
757
758
759
760

761
762
763
764
766

766
767
768
769
770

771

772
773
774
776

776
777
778
779
780

781
782
788
784
785

786
787
788
789
790

791
792
798
794
795

796
797
798
799
800

Sqiuns.

56 4001
566504
667009

56 8516

57 0025

571686
578049
57 45 64
57 6081

57 7600

679121
680641
682169
5886 96
685225

58 6766

58 82 89
5898 24
591361
692900

694441
6959 84

59 7529
50 90 76

60 0625

602176
60 8729
005284
006841
608400

609961
6116 24
613089
614656
6162 25

617796
6193 69
620944
622521
624100

625681

62 72 64
628849
6304 36

63 2025

638616
686209
68 6804
638401
640000

OalMi.

^8664 751
425269006
426957777
428661064
480868876

4S2061216
433 796 093
436519612
437 245479
438976000

440711081
442450728
444194947
445943744
447697126

449455096
451 217 668
452984832
454756609
456588000

458 314011
460 099648
461889917
463684 824
466484876

467 288676
469097 438
470 910052
472729189
474562000

476379641
478 211768
480048687
481890804
488786626

485687656
487 443408
489808872
491169069
408089000

494918671
496796068
496677267
500666164
502469875

504858886
606261678
506169602
510082800
612000000

Redproeais.

.001831568
.001829787
.001328021
.001826260
.001324608

.001822751
.001821004
.001819261
.001817523
.001815789

.001814060
.001312886
.001310616
.001806901
.001807190

.001806483
.001808781
.0018Qa06<
.001800890
.001298701

.001297017
.001296887
.001298661
.001291990
.001290828

.001288660
.001287001
.0012868^
.001288697
.001282061

.001280410
.001278772
.001277139
.001276510
.001278885

.001272365
.001270648
.001269086
.001287427
.001266628

.001264228
.001262626
.001261084
.001360446
.001267862

.001256281
.001251705
.001258188
.OOljnfiM
.O01960Q00

o.r.i

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

IoB.| SqiuuroB.

Gabes.

Beetproeals.

Hos.

Sqiuras.

Cabes.

Badiroeals.

816
817
818
819
830

821
822
83S
824

826
827

829
881

8S3
834
835

836
8(17
838

840

811
842
818
844
8«5

816
847
818
819
860

641601
643204
644809
646416
648025

649636
651249
6528 64
654481
656100

657721
65 9344
660969
662596
664225

665856
667489
669124
67 07 61
672400

674041
675684
67 73 29
67 8976
680625

682276
6839 29
685584
687241
688900

690561
6922 24
693889
695556
697225

698896
700669
702244
703921
706600

707281
7089 64
710649
712386
714025

716716
717409
719104

513922401
615849606
517781627
519718 464
521660125

523606616
525557943
627514112
529475129
631441000

533 4U 731
535387328
537367797
539353144
541848875

648338496
546338513
517343432
549353259
551368000

553387661
555412248
657441767
559476224
561515625

563560976
565600283
567663552
569722789
871787000

678856191
575930368
678009537
580093704
582182875

684277066
586876253
588480472
500580719
502704000

604823821
606947688
509077107
601211584
603351125

605495738
607645423
609800192

720801 611960049

.001248439
.001246883
.001245880
.001243781
.001242286

.001240096
.001238157
.001237624
.001286094
.001234568

.001233046
.001281627
.001230012
.001228601
.001226094

.001225400
.001223990
.001222494
.001221001
.001219512

.001218027
.001216545
.001215067
.001213592
.001212121

.001210654
.001209190
.001207729
.001206273
.001204819

.001208869
.001201923
.001200480
.001199041
.001197605

.001196172
.00U94743
.001193317
.001191895
.00U90476

.001189061
.00U87648
.001186240
.001184834
.00:i88432

.001182033
.OOI18O688
.001179245
.001177856

72 26 00 1 614 125 000 1.001176471

851
852
858
854
855

856
857
858
850
860

861
862
863
864
865

866
867
868
860
870

871
872
873
874
875

876
877
878
879
880

881
882
883
884
885

886
887
888
889
890

801
892
893
894
895

724201
725904
727609
729316
731025

732736
784449
736164
78 7881
739600

741321
74 30 44
74 47 69
7464 96
748223

749966
751689
7534 24
755161
756900

758641
760384
762120
768876
766625

767376
769129
77 0884
772641
774400

776161
77 7924

77 9689
7814 66
783225

784996
7867 69

78 8544
7903 21
792100

708881
795664
7974 49
7992 36
801025

896 802816

897 804609

898 806404

899 808201
90018100 00

616296051
618470208
620660477
6228S5864
625026875

627222016
629422793
631628712

ea»sa»779

636066000

638277381
640503928
642735647
644 972544
647214625

649461896
651 714 363
653972032
656234 909
668503000

660776311
663054848
665338 617
667627624
660921875

672221376
674526133
676836152
679151439
681472000

688797841
686128968
688465887
690807104
698154125

695606456
697 864103
700227 072
702595369
704069000

707347971
709732288
712121967
714516984
716917375

719323136
721 784 273
724150792
726572609
729000 000

.001175068
.001173709
.001172333
.001170960
.001169591

.001168224
.001168861
.001165501
.001164144
.001162791

.001161440
.001160093
.001158749
.001167407
.001166069

.001154734
.001153403
.001152074
.001160748
.001149425

.001148106
.001146789
.001145476
.001144165
.0OU42857

.001141563
.001140251
.00U38952
.001137656
.001136364

.001136074
.001138787
.001132503
.001131222
.001129944

.001128668
.001127396
.001126126
.001124850
.001128596

.001122334
.001121076
.001119821
.001118568
.001117318

.001116071
.001114827
.001113686
.001112347
.001111111

THE CARNEGIE STEEL COMPANY, LIMITED.

SQUARES, CUBES AND RECIPROCALS— Continued.

Squares.

811801
818604
8164 09
817216
810025

820886
822649
824464
826281
828100

8299 21
8817 44
838669
886896
887225

889066

84 0889
842724
844561
846400

848241
860084
861929
858776
856626

8574 76

85 9829
8611&1

86 8041
864900

8667 61

86 8624

87 04 89
8728 66
87 4225

87 6096
87 7969

87 9644
8817 21
8886 00

88 64 81

88 78 61
68 92 49
891186

898025

J

89^16
8968 09

89 87 04
94919006 01
9601902600

OabM.

731482701
7:^870808
736314327
738763264
741217625

748 677 416
746142643
748613312
761089429
758671000

766068031
768660628
761048497
768651944
766060875

768676296
771006213
773 620632
776161650
778688000

781229961
783777 448
786830467
788889024
791468125

794022776
796697 983
799178752
801765089
804867000

806954491
809657668
812166 237
814780604
817400876

820026856
822656958
825298672
827936019
880684000

888287621

836&9«888
838661807
841232884
843908625

846600686
849278123
851971892
854 670 349
867875000

RadproMls.

.001109878
.001106647
.001107420
.001106195
.001104072

.001106763
.001102636
.001101822
.OOUOOUO
.001098001

.001097096
.001006491
.001095290
.001004002
.001092806

.001091706
.001090613
.001060325
.001068189
.001086067

.001086776
.001064599
.001083423
.001082251
.001061081

.001079914
.001078749
.001077686
.001076426
.001076269

.001074114
.001(172961
.001071811
.001070664
.001060519

.001068876
.001067286
.001066098
.001064963
.001068830

.001062609
.001061571
.001060446
.001060822
.001068201

.001067062
.001066966
.001064852
.001053741
.001062632

los.

Sqoarei.

961
952
958
951
965

956
967
958
950
960

061

9621

963

964

966

966
967
968
969
970

971
972
973
974
975

976
977
978
079
980

981

962
988
984
985

966

987
988
989
990

991
992
998
994
995

9044 01
00 63 04
9082 09
91 01 16
912025

918986
916849
9177 64
9196 81
921600

928521
92 54 44
92 73 69
92 9296
931225

988156
9360 89
987024
03 89 61
940900

94 2841
94 47 84
94 67 29
94 8676
950625

9525 76
954520
9564 84
958441
960400

062861
964324
96 6289

96 8266
970225

97 2196
97 4169
97 6144

97 8121
980100

982081

98 40 64
9860 40
98 80 86
0a0025

996 992016

997 99 4009

998 996004

999 998001
lOOOllOOUOOO

Caboi.

860086351

BMiiorooals.

.001051626

862801408.001060490

866623177
868250664
870968876

878722816
876467493
879217 912
8S1974 079
884736000

887608681
890277128
8080668^
805841844
898682126

901428696
904231063
907 089232
909858200
912678000

916406611
918880048
021167817
924010424
926850875

929714176
982674883
936441862
988813739
941192000

944076141
946966168
949 862067
962768904
956671625

958686266
961604 803
964430272
967 861669
970290000

978242271
976191488
979146667
982107784
986074875

988047966
901026978
994011002
997002909
II 000 000 0001

.001040818
.001048^8
.0010^120

.001046026
.001044982
.001048841
.001042758
.001041067

.001040668
.001038601
.001038^
.001087844
.001088260

.001085197
.001084126
.001068066
.001081992
.001080828

.001029666
.001028807
.001037749
.001026604
.001026641

.001024500
.001028541
.001022495
.001021460
.001020406

.001019868
.001018880
.001017294
.001016900
.001016828

.001014199
.001018171
.0010m46
.001011128
.001010101

.001009082
.001008006
.001007049
.001006066
.001005026

.00100M16

.001008009

OO1OQ2004

OOIOOUWI

.001000000

oKr»

THE CARNEGIE STEEL COMPANY, LIMITED.

BECIMAI.S OF AN INCH FOB EACH iittl.

A^

1
2

3

4

5
6

7
8

9
lO

11
12

13
14

16
16

lArfhs.

1
2
3

4

5
6

7
8

9
10
11
12

13
14
16
16

17
18
19
20

21
22
23
24

26
26
27
28

29
30
31
32

DedmaL

.016626
.03126
.046876
.0626

.078126
.09376
.109376
.126

.140626
.16626
.171876
.1876

.203126
.21876
.234376
.26

.266626
.28126
.296876
.3126

.328126
.34376
.369376
.375

.390626
.40626
.421876
.4376

.463126
.46876
.484376
.6

1-16

1-8

3-16

1-4

6-16

3-8

A^

7-16

1-2

17

19
20

21
22

23
24

26
26

27
28

29
30

31
32

A^

33
34
36
36

37
38
39
40

41
42
43

44

46
46
47
48

49
60
61
62

63
64
66
66

67
68
69
60

61
62
68
64

I>eeimaL

.616626
.63126
.646876
.6626

.678126
.69376
.609376
.626

.640626
.66626
.671876
.6876

.703126
.71876
.734376
.76

.766626
.78126
.796876
.8126

.828126
.84376
.869376
.876

.890626
.90626
.921876
.9376

.963126
.96876
.984376
1.

9-16

6-8

11-16

3-4

13-16

7-8

16-16

t

t-ifj/^

THE CARNEGIE STEEL COMPANY, LIMITED.

DECIMALS OP A. FOOT FOR BACH ^ OF

AN INCH.

Indu

i

i

A
H
ft

A

ft

o/>

.0013
.0026
.0039
.0062

.0065
.0078
.0091
.0104

.0117
.0130
.0143
.0166

.0169
.0182
.0196
.0208

.0221
.0234
.0247
.0260

.0273
.0286
.0299
.0312

.0326
.0339
0362
.0366

.0378
.0391
.0404
.0417

//

.0833

0846
0869
0872
0886

0898
0911
0924
.0937

0961
.0964
0977
0990

1003
1016
1029
1042

1066
1068
1081
1094

1107
1120
1133
1146

1169
1172
1186
1198

1211
1224
1237
1260

J//

.1667

.1680
.1698
.1706
.1719

.1732
.1746
.1768
.1771

.1784
.1797
.1810
.1823

.1836
.1649
.1862
.1876

.1888
.1901
.1914
.1927

.1940
.1963
.1966
.1979

.1992
.2006
.2018
.2031

.2044
.2057
.2070
.2083

S'^

L//

.2500

.2613
.2526
.2539
.2562

.2565
.2578
^691
.2604

.2617
^630
.2643
.2666

.2669
.2682
.2696
^708

.2721
.2734
.2747
.2760

.2773
.2786
.2799
.2812

.2826
.2839
.2862
.2865

.2878
.2891
.2904
.2917

.3333

.3346
.3369
.3372
.3385

.3398
.3411
.3424
.3437

.3461
.3464
.3477
.3490

.3603
.3616
.3629
.3642

.3566
.3668
.3681
.3694

.3607
.3620
.3633
.3646

.3669
.3672
.3686
.3698

.3711
.3724
.3737
.3750

5

//

.4167

.4180
.4193
.4206
.4219

.4232
.4245
.4268
.4271

.4284
.4297
.4310
.4323

.4336
.4349
.4362
.4375

.4388
.4401
.4414

.4427

.4440
.4453
.4466
.4479

.4492
.4505
.4518
.4531

.4544
.4557
.4570
.4583

261

THE CARNEGIE STEEL COMPANY, LIMITED.

I>BOIMALS OF A FOOT FOR EACH ^ OF

AN INCH.

Inch.

f

ft

i

6

//

r//

JSOOO

.6013
.6026
.6039
.6062

.6078
.6091
.6104

.6117
6130
•6143
.6166

.6169
6182
.6196
.6208

.6221
.6234
.6247
.6260

.6273
.6286
.6299
.6312

^326
.6339
.6362
.6366

.6378
.6391
.6404
.6417

.6833

.6846
.6869
.6872
.6886

.6898
6911
.6924
.6937

.6961
.6964
.6977
.6990

.6003
.6016
.6029
.6042

.6066
.6068
.6081
.6094

.6107
.6120
.6133
.6146

.6169
.6172
.6186
.6198

.6211
.6224
.6237
.6260

8

//

.6667

.6680
.6693
.6706
.6719

.6732
.6746
.6768
.6771

.6784
.6797
.6810
.6823

.6836
.6849
.6862
.6876

.6888
.6901
.6914
.6927

.6940
.6963
.6966
.6979

.6992
.7006
.7018
.7031

.7044
.7067
.7070
.7083

9

//

.7600

.7613
.7626
.7639
.7662

.7666
.7678
.7691
.7604

.7617
.7630
.7643
.7666

.7669
.7682
.7696
.7708

.7721
.7734
.7747
.7760

.7773
.7786
.7799
.7812

.7826
.7839
.7862
.7866

.7878
.7891
.7904
.7917

10^'

.8833

.8346
.8369
8372
.8386

.8398
.8411
.8424
3437

.8461
.8464
.8477
.8490

.8603
.8616
.8629
.8642

.8666
.8668
.8681
.8694

.8607
.8620
.8633
.8646

3669
.8672
.8686
.8698

.8711
.8724
.8737
.8760

11

//

9167

.9180
3193
9206
.9219

.9232
.9246
.9268
.9271

.9284
.9297
.9310
.9323

.9336
.9349
.9362
.9376

.9388
.9401
.9414
.9427

.9440
.9463
.9466
.9479

.9492
.9606
.9618
9631

.9644
.9667
.9670
.9683

OfiO.

THE CARNEGIE STEEL COMPANY, LIMITED.

DECIMALS OF A JOOT FOR EACH it OF

AN INCH.

I//

.0480
0443
.0456
.0469

.0482
.0496
.0608
.0621

.0684
.0547
0560
.0673

.0586
.0599
.0612
.0626

.0638
.0651
.0664
0677

.0690
.0703
.0716
.0729

.0742
.0756
.0768
.0781

.0794
.0807
0820

//

.1263
.1276
.1289
.1302

.1315
.1328
.1341
.1364

►1367
1380
1393
1406

1419
1432
1445
1468

1471
1484
1497
1510

1523
1636
1549
1562

1576
1589
1602
1616

1628
1641
1664

2

//

.2096
.2109
.2122
.2136

.2148
.2161
.2174
.2188

2201
.2214
.2227
.2240

.2263
2266
.2279
.2292

.2305
.2318
.2331
.2344

.2357
.2370
.2383
.2396

.2409
.2422
.2435
.2448

.2461
2474
2487

i//

.2930
.2943
.2966
.2969

.2996
.3008
.3021

.3034
.3047
.3060
.3073

.3086
.3099
.3112
.3126

3138
.3151
.3164
.8177

.3190
.3203
.3216
.3229

.3242

.3255

.326*'

3281

3294
.3307
.3320

L//

3763
3776
3789
8802

3815
3828
3841
3864

3867
3880
3893
3906

3919
3932
3946
3958

3971
3984
3997
4010

4023
4036
4049
4062

4076
4089
4102
4115

4128
4141
4154

5

//

.4696
.4600

.4685

.4648
.4661
.4674
.4688

.4701

.4714
.4727
.4740

.4768
.4766
.4779
.4792

.4806
.4818
.4831

.4867
.4870
4883
'4896

.4909

.4922
.4935
.4948

.4981
.4974
.4987

263

THE CARNEGIE STEEL COMPANY, LIMITED.

DBOTMATiS OF A FOOT FOR EACH ^ OF

AN INCH.

Inch,

6

//

.5430
.6448
.6466
.6469

.6482
.6496
.6508
.5521

.5584
.5547
.5560
.5578

.5586
.5599
.5612
.5625

.5688
.5651
.6664
.5677

.6690
.5708
5716
.6729

.6742
.5755
.5768
.5781

.6794
.5807
.5820

r//

.6268
.6276
.6289
.6802

.6816
.6328
6341
.6354

.6367
.6380
.6393
.6406

.6419
.6432
.6445
.6468

.6471
.6484
.6497
.6510

.6523
.6536
.6549
.6562

.6576
.6689
.6602
.6616

.6628
.6641
.6654

8

//

.7096
.7109
.7122
.7135

.7148
.7161
7174
.7188

.7201
.7214
.7227
.7240

.7263

.7266

7279

.7292

.7305
.7318
7331
.7344

.7357
.7370
.7383
.7396

.7409
.7422
.7436
.7448

.7461

;7474
.7487

.8086

.8099

8112

.8125

.8138
.8151
.8164
.8177

.8190
.8203
.8216
.8229

.8242
.8255
.8268
.8281

.8294
.8307
.8320

9''

ICK^

.7930

.8768

.7943

.8776

.7956

.8789

.7969

.8802

.7982

.8816

.7996

.8828

.8008

.8841

.8021

.8854

.8034

.8867

.8047

.8880

.8060

8893

8073

*8906

.8919
.8932
.8945
.8968

.8971
.8984
.8997
.9010

9023
.9036
9049
.9062

.9076
.9089
.9102
.9115

.9128
.9141
.9154

11^'

.9696
.9609
.9622
.9635

.9648
.9661
.9674
.9688

.9701
.9714
.9727
.9740

.9763
.9766
.9779
.9792

.9805
.9818
9831
.9844

.9857
.9870
9883
.9896

.9909
.9922
.9936
9948

.9961

.9974

.9987

1.0000

o«/i

THE CABNEGIE STEEL COMPANY, LIMITED,

MENSXJBATION.

LENGTH.

Circumference of circle = diameter x 8.1416.

Diameter of circle = circumference x 0.8188^

Side of square of equal periphery as circle = diameter x 0.7854.

Diameter of circle of equal periphery as square =: side X 1.2732.

Side of an inscribed square =: diameter of circle X 0.7071.

Lebgth of arc = No. of degrees x diameter X 0.008787.

Circumference of circle whose diameter is 1 =s

n

3.14159265.

log.7r=0.4971499.
l/ 7r=1.772464.
^2=9.869604.

vH

2v

or, very nearly, ^ - —

= l/ra— x2 — (r— v)

= r-l/ra-

or, very nearly, =

c»
8r

AREA.

Triangle =s base X half perpendicular hight.
Parallelogram =s base x perpendicular hight.
Trapezoid s=s half the sum of the parallel sides ^X perpen-
dicular hight.
Trapezium, found by dividing into two triangles.
Circle = diameter squared X 0.7854 ; or,

^ circumference squared x 0.07958.
Sector of circle = length of arc X half radius.

265

THE CARNEGIE STEEL COMPANY, LIMITED.

MENSXJBATION--Coiitinaed.

Segment of circle =s area of sector less triangle; also, for

4 V i/ c*^

flat segments very nearly = — ^ ^ 0.888 v* -) — j—

Side of square of equal area as circle as diameter X 0.8868 ;

also, as circumference X 0.2821.
Diameter of circle of equal area as square ^ side X 1.1884.
Parabola = base X ?i hight.
Ellipse s=s long diameter X short diameter X 0.7864.
Regular polygon s=s sum of sides X half perpendicular distance

from center to sides.
Surface of cylinder = circimiference X hight x area of both

ends.
Surface of sphere := diameter squared x 8.1416;
also, = circumference x diameter.
Surface of a right pyramid or cone = periphery or circumference

of base X half slant hight.
Surface of a frustrum of a regular right pyramid or cone =: sum

of peripheries or circumferences of the two ends X half

slant hight -f- area of both ends.

The following formulae are used to obtain the areas of
irregular plane surfaces which are boimded hy a base line, *V^,"
and two ordinates, "a" and "3," as per figure.

♦-nO^— >«

The formulae are given in the order -of their accuracy, be-
grinning with 'the most accurate.

The surface is divided into any number («) of parallel strips
having the same widths, d, and whose middle ordinates are
represented by A h h h and k

» 12 8 »— 1 W

0««

THE CARNEGIE STEEL COMPANY, LIMITED.

MENSXJBATION— Continued.

I. Area = dxSh+^(8a + h-9h)+^(8b+h~^9hJ

(Francke's rule.)

n. Area = d X a h +-^('^ - \) +-^(P-K)

(Poncelet's rule.)
III. Area == d X 53 h.

These formulae are more convenient for use than Simpson's
rule, and I and II give generally and III sometimes more
accurate results.

^ stands for sum of.

SOLID CONTENTS.

Prism, right or oblique, = area of base X perpendicular hight.
Cylinder, right or oblique, sbs area of section at right angles to

sides X length of side.
Sphere = diameter cubed X 0.5286.

also, = surface X /4 diameter.
Pyramid or cone, right or oblique, regular or irregular, =r area

of base X }i perpendicular hight.

Prismoidal Formula.

A prismoid is a solid bounded by six plane surfaces, only
two of which are parallel.

To find the contents of a prismoid, add together the areas of the
two parallel surfaces and four times the area of a section
taken midway between and parallel to them, and multiply
the sum by y^€i of the perpendicular distance between the
parallel surfaces.

t

967

THE CARNEGIE STEEL. COMPANY, LIMITED.

WEIGHTS AND MEASUBES.

AVOIRDUPOIS OR ORDINARY COMMERaAL WEIGHT.

UNITED STATES AND BRITISH.

Ton.

Owti.

Ftmnds.

Ounces.

1.
0.050

20.
1.
0.0089

2240.
112.
I.
0.0625

85840.

1792.

16.

1.

1 pound = 27.7 cubic inches of distilled water at its maximum
density, (89° Fahrenheit.)

LONG MEASURE.

UNITED STATES AND BRITISH.

Miles.

Rods.

Yards.

Veet.

Inches.

1.

0.003125

0.000568

0.0001894

0.0000158

320.
1.

0.1818
0.0606
0.005051

1760.
5.5
1.

0.8883
0.02778

5280.
16.5
8.
1.
0.08388

63360.

198.

86.

12.

1.

The British measures are shorter than those of the U. S. by
about 1 part in 17280 or 8.677 inches in a mile.

A fathom = 6 feet. A Gunter's surveying chain :^ 66 feet
or 4 rods, 80 chains making a mile.

SQUARE OR LAND MEASURE.

UNITED STATES AND BRITISH.

Sq.Miles.

Acres.

Sq.Rods.

Sq. Yards.

Sq. Veei

Sq. Inches.

1.

640.
1.

102400.
160.
1.
0.0331

3097600.
4840.
80.25
1.
0.111

27878400.
43560.
272.25
9.0
1.
0.00694

6272640.

39204.

1296.

144.

1.

0«J-i

THE CARNEGIE STEEL COMPANY, LIMITED.

WEIGHTS AND MEASUBES—ContinaecL

CUBIC OR SOUD MEASURE.

UNITED STATES AMD BRITISH.

1728 cubic inches =s 1 cubic foot

27 cubic feet s=s 1 cubic yard.

A cord of wood = 4' X 4' X 8' =■ 128 cubic feet

A perch of masonry = 16.5' X 1.5' X 1' =24.75 cubic feet,
but is generally assumed at 25 cubic feet

DRY MEASURE.

UNITED STATES ONLY.

A gallon of liquid measure = 231 cubic inches.

A heaped bushel = ly struck bushels. The cone in a heap)ed
bushel must be not less than 6 inches high.

A barrel of U. S. hydraulic cement =< 800 to 810 lbs., usually,
and of genuine Portland cement = 425 lbs.

To reduce U. S. dry measures to British imperial of the same
name, divide by 1.082.

NAUTICAL MEASURE.

A nautical or sea mile is the length of a minute of longitude
of the earth at the equator at the level of the sea. It is assumed
ts 6086.07 feet = 1.152664 statute or land miles by the United
Stites Coast Survey,

8 nautical miles ss 1 league.

StrnekBuh

Pecks.

Qaarts.

Pints.

Gallons.

Gobio Inch.

1

4

82.

64

8.

2150.

1

8.

16

2.

587.6

1.

2

0.25

67.2

0.5

1

0.125

83.6

4.

8

1.

268.8

QflQ

THE CARNEGIE STEEL COMPANY, LIMITED.

COMPARATIVE TABLE OP

UNITED STATES AND FBENCH MEASUBES

MEASURES.

One grain = gramme, ...

One pound avoirdupois &= kilogramme, -
One ton of 8S40 lbs. =s tonnes.
One ton of 2000 lbs. ^s tonne, ...

One inch =3 millimetres, ...
One foot =3 metre, . - . -

One mile =3 kilometres, ...

One square inch =s square millimetres, -
One square foot = square metre,
One acre = are (100 square metres),
One square mile =3 square kilometres.

One cubic inch =a cubic centimetres.

One cubic foot = cubic metre.

One cubic yard =» cubic metre, ...

One quart dry measure >=■ litres.

One quart liquid or wine measure »> litre.

One foot pound =3 kilogrammetre.

One pound per foot x=a kilogrammes per metre, •

One thousand pounds per square inch bb kilogramme
per square millimetre, ...

One pound per square foot =a kilogrammes per
square metre, ....

No.

0.0648
0.4636
1.0160
0.9071

26.400
0.8048
1.6094

646.2

0.09291

40.47

2.690

16.39

0.02832

0.7646

1.101
0.9466

0.1383

1.488

0.703
4.882

One pound per cubic foot ■■ kilogrammes per

cubic metre, .... 16.02

One degree Ff hrenheit =3 degree centigrade.

0.6666

o»-y*-»

THE CARNEGIE STEEL COMPANY, LIMITED.

COMPARATIVE TABLE OF

FBENCH AND UKITED STATES MEASXJBEa

MEASURES.

One gramme =« grains,

One kilogramme = pounds avoirdupois, -

One tonne = tons of 2240 lbs.

One tonne = tons of 2000 lbs. - - -

One millimetre = inch, - - -

One metre = feet, - - - -

One kilometre = mile, - - -

One square millimetre = square inch,
One square metre = square feet.
One are (lOO square metres) = acres,
One square kilometre = square mile.

One cubic centimetre = cubic inch,

One cubic metre or stere = cubic feet,

One cubic metre =3 cubic yards, - - -

One litre (one cubic decimetre) = cubic inches.

One litre = quarts, dry measure, - - -

One litre = quarts, liquid or wine measure, -

One kilogrammetre = foot pounds.

One kilogramme per metre = pounds per foot.

One kilogramme per square millimetre =» pounds
per square inch, - - - -

One kilogramme per square metre =» pounds per
square foot, - - - -

No.

15.433
2.2047
0.9843
1.1024

0.0304
3.2807
0.6213

0.00165
10.763

0.02471
0.3861

0.0610
35.3105
1.3078
61.017
0.908
1.0566

7.2831

0.6720

1422
0.2048

One kilogramme per cubic metre = pounds per

cubic foot, - - - - 0.0624

One degree centigrade = degrees Fahrenheit, -

1.8

r

271

THE CARNEGIE STEEL COMPANY, LIMITED.

THE CARNEGIE STEEL COMPANY, LIMITED.

THE CARNEGIE STEEL COMPANY, LIMITED,

OWNS AND OPERATES THE FOLLOWING WORKS:—

Edgar Thomson FumaoeB,

LuoyFumaoeB,

Pittsburgr,

Edgar Thomson Steel Works,

Duquesne Steel Works,

Homestead Steel Works,

Kesrstone Bridge Works,

Upper Union Mills,

Lower Union Mills,

Beaver Falls Mills,

Larimer Coke Works,

Youghiogheny Coke Works. -

Scotia Ore Mines,

- Duquesne,
Munhall,

- PittsbTirg,
Pittsbiirg,

- Pittsburg,
Beaver Falls,

- Larimer,
Douglass,

- Benore.

OIT^

THE CARNEGIE STEEL COMPANY, LIMITED.

—AT WHICH ARE PRODUCED:—

Armor Plate,

Billets {!%" up), Blooms, Slabs, Coke.

Ferro Manganese, Spiegel-eisen, Pig Iron.

FoTginga, such as Axles, Arch Bars, Links, Pins and other
Car Forgings, Connecting Bods, Crank Shafts, Locomo-
tive Frames, Bye Bcurs.

Plates for Boilers, Bridges, Ships and Tanks.

Bails, (16 to 85 lbs. per yd.).

Boiled Structviral Shapes, such as Angles, Bovmds, Flats,
Squares, Ovals, I-Becuns, Chajinels, Bulb Angles, Deck
Beams, Tees, Zees, etc.

Structural Work, such as Bridges, Buildings, Elevated Bail-
roads, Girders, Columns, etc.

Wire, Wire Nails and Wire Bods.

ADDRESS:

General Offices ;

42-48, Fifth Avenue, Pittsburg,
or Sales Offices ;

10, Marietta St., Atlanta;

125, Milk St., Boston;
45 1 , Main St. , Buffedo ;
205, La Salle St., Chicago;

1 26, W . Fourth St., Cincinnati ;
103, Superior St., Cleveland;
Peoples Bank Building, Denver;
122, Griswold St., Detroit;
Guaranty Building, Minneapolis ;
44-46, Wall St., New York;
203, S. Fourth St., Philadelphia;
604, Pine St., St. Louis;

258, Market St., San Francisco.

THE CARNEGIE STEEL COMPANY, LIMITED.

THE CABNEGIE STEEL COMPANY, LIMITED.

INDEX.

PAGE.

Angles, areas of 106

" deflection coefficients for 70

" lithogn^hs, bulb 7

" " cover (see special)

" " equal legs 14-16

•* " obtuse (see special)

" " safe (see special)

" " special 24

** " square root 22-23

" " unequal legs 17-21

** properties of, examples of 93-94

** properties, explanation of tables 91-93

" properties of bulb 107

♦• " " equal legs 105

" " " unequal legs 103-104

" radii of g3rration of two back to back . . . .150-152

** rivet spacing for connection 50

" " " " channels and connection . . 48

« " " " I-beams and connection . . 48

" safe loads for bulb 74

" « equal legs 78

" " unequal legs, long leg vertical . . 79

« " « « short " " . . 80

'* weights and dimensions of bulb 35

" " " cover .... (see special)

" ** ** equal legs .... 38-39

" " ** obtuse . . . (see special)

" ** *' safe .... (see special)

" " " special 39

* " ** square root ... 42

*' " " imequal legs . . . 40-41

Arches, fire-proof, various t3rpes of 51

" notes on 59-64

Areas and circumferences of circles 225-237

THE CAENEGIE STEEL COMPANY, LIMITED.

PAGB.

Areas of flat-rolled bars 191-196

Bars, weights and areas of, square and round .... 203-208
** sizes of, rounds, squares, half rounds, ovals, round

edge flats and flats 32

" rule for finding the area given the weight,vice versa 183

" weights of flat rolled 197-202

Beams, bending moments and deflections of^' under va-*

rious systems of loading 96

" examples of application of tables on foundations 125
" " " " properties of 93-94

** " «* " safe loads

and spacings 68-69

" explanation of tables 66-67

" " " on properties 91-94

" flexure of any cross section 95

" inertia, moments of 97-9^

" lithograph of deck 6

" " girders 57

" " standard I . • 1-5

" method of framing . . . 57

properties of deck 107

" standard I 99

rivet spacing 48

** safe loads for deck 74

" " lengths as used in foundations 126

" " loads standard I 71-73

" « " wooden 186

" spacing of standard I, for uniform loads . . . 83-90

'* special cases of loading 94

•* standard I, as used in foundations 124-126

" weights and dimensions of deck 34

" " " standard I . . . 34

" wooden, notes on X85

Bolts, weights of round headed 209

" " square heads 210

Brass, weights of sheet 219-220

Brickwork, weight of walls 65

277

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THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Bridge pin nuts, sizes and weights 217

** trusses, explanation of tables of Pratt and Whipple 161-162
*' " table of stresses for FhUt and Whipple . i63>i65

Buckled plates, explanation of 157

♦• safe loads 157-158

Carnegie shapes, general notes on 59-64

** ** e]q>lanation of tabl^ on properties of 91-94
« " method of increasing sectional areas . 58

** ** moments of inertia for 97

Channels, deflection coefficients for 70

** explanation of tables of properties 91-94

** lithograph of car truck 10

" " standard 8-9

** ** unequal flanges 10

" properties of standard 100

*- rivet spacing 48

** safe loads for standard 75*76

" weights and dimensions of car truck .... 36

« " " standard ... 35

" " " unequal flange . 36

Checkered plate (see miscellaneous)

Clevis nuts, standard 166

Columns and struts 131

** areas and dimensions of cast iron 154

of Z-bar 135, 137, 139. '41, I43> '45, I47

" connections for Z-bar . • 55-56

'* dimensions of Z-bar 136, 138, 140, 142, 144, 146, 148
** example of application of tables, Z-bar ... 134

•* explaoation of tables on Z-bar 131- 134

" lithograph of built sections 53

** " connections for Z-bar .... 55-56

in flre-proof buildings 127-130

rivet spacing for Z-bar (see dimensions)

** safe loads, cast iron 154

Z-bar . . 135, 137, 139, 141, I43» 145, 147

** ultimate strength of cast iron 153

'* " " wrought iron 149-150

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THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Colomns, ultimate strength of wooden 184-185

** weights of cast iron 154

« « Z-bar 135, 137, 139, 141, 143. I45> HT

Connection angles, standard, for I-beams and Channels 49-50

« «* « ** Z-bais 55-56

Constructional details 57

Coi^)er, weights of sheet 219-220

Corrugated flooring, dimensions of 155-156

** " notes on 155

" ** safe loads and weights 155-156

*' sheets, dimensions of 160

** ** notes on . . . 159

" plates, dimensions of (see miscellaneous)

" ** lithographs 31

" " properties of Ill

" " weights of (see miscellaneous)

Cover angles (see special angles)

Decimal parts of a foot for each ^ of an inch .... 261.264

** ** an inch for each ^ 260

Deck beams (see beams)

Deflection and bending moments of beams under vari-
ous systems of loading 96

" coefficients for Carnegie shapes 70

'* limit to be allowed for plastering 66.67

Detaib, Constructional 57

Eye bar heads, standard 167

Expansion, linear, of substance by heat 190

Fire-proof partitions, construction lithographs of . . . .51,52,54

" " notes on 59-64

Flat rolled bars, areas of 191. 196

" ** plates, table of extreine length of ... . 33

* * bars, weights of 197-202

Flexure of beams of any cross sections, general formulae on 95

Floors, fire-proof, lithographs of 51-52

** general notes on 59 64

" loads per square foot 63

Galvanized sheets, notes on 159

279

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THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Gauge, American 220

'* Birmingham 219

Girders, dimensions and weights of beam box . . . .113-117
** dimensions and weights of riveted box and plate 1 20-1 23

examples of beam box 112

** riveted box and plate . 119

** explanaticm of tables of beam box 112

" explanation of tables of riveted box and plate . 1 18-1 19

*' in building, notes on 65

** lithc^iraphs of beam and riveted 57

** safe loads for beam box 113-117

" " " " riveted box and plate . . . 120-123

Half tees (see special angles)

Hand rails (see special tees)

Heads, standard eye bar 167

Inertia, moments of, for Carnegie sections 97

** " for usual sections 98

Ix^arithms of numbers 238-240

Measures and weights, United States and French, com-
parative table of 270

*' " French and United States, com-
parative table of 271

Mensuration 265-267

Methods of increasing sectional areas of structural shapes 58

Miscellaneous notes on steel and iron 183

shapes, dimensions of trough, corrugated

and checkered 46

* lithographs of trough, etc. ... 31
** properties of trough and corru-
gated plates Ill

** weights of ... 46

Modulus of elasticity for eye bars 187

" ** for steel and iron 95

Moments, bending, to be allowed on pins 173

** ** and deflection of beams under vari-
ous systems of loading .... 96
ofinertia for Carnegie sections 97

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THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Moments of inertia and resistance for usual sections . 9S

(see also tables on properties of beams, channels, angles, etc.)

Nails, wrought, sizes and weights of 218

Notes, miscellaneous, on steel and iron 183

Nuts and bolt heads, weights of 210

*' sizes and weights of hot pressed hexagon . ... 212

" ♦* *• «< square 211

" " " pin 217

** " sleeve 216

** standard clevis 166

Obtuse angles (se« special)

Pillars, wooden, notes on 184

" " table of ultunate strength 184-185

Pins, bearing value of. for one inch thickness of plate . 174

** bending moments 173

Pin-nuts, sizes and weights of . 217

Pipe, size and weight of 221

" wrought iron, welded for gas, steam or water . . 221

Plastering, limit of deflection to allow for 66-67

Plate, checkered (see miscellaneous)

*' corrugated (see miscellaneous)

*^ trough (see miscellaneous)

** rectangular, extreme lengths of 33

Plates (see flat rolled bars)

Pratt truss, explanation of table on stresses for ... . 161-162

" " tables of stresses in 163-165

Properties (see beams, channels, etc.)

Radii of g3nration for two angles placed back to back . 150-152

• * ti a usual sections 98

(see also tables on properties of beams, channels, angles, etc.)

Rail, dimensions of 46

" lithograph of 26

** weight of 46

Reciprocals, squares and cubes 250-259

Rivets and pins, explanation of tables on 171-172

*' and round headed bolts, weights of 209

** table of bearing and shearing values of . . . .175-176

281

THE CABNEGIE STEEL COMPANY, LIMITED.

PAGE.

Riveting, conventional signs for 1 68

Rivet and bolt spacing through flanges of beams,

channels and angles 48

" spacing for standard Z-bars 136,138,140,142,144,146,148

Roofs, loads per square foot 59-^

** loads on and notes for same 169

** notes on strains in members of 170

Round bars, and square, weights, areas

and circumferences .... 203-208

Safe angles (see special)

^ loads (see beams, channels, angles, etc.)

Screws, wood, table of standard size of 217

Screw ends upset, for square and round bars .... 213-214

** threads, Franklin Institute standard 215

« it Whitworth standard 216

Separators, cast, for I-beams, lithographs 57

" " " weights and dimensions 47

Shearing and bearing values of rivets 175-176

Sheets, iron, steel, cof^r and brass, weights of . . . 219-220

Sines, tangents and secants, table of natural 241-249

Sleeve nuts, standard weights and dimensions of . . . 216

Spacing of beams 83-90

Specifications for constructional cast iron ...... 180

iron 177-178

steel 179-180

workmanship 180 182

Special angles (see angles)

loading of beams 94

tees (see tees)

Z-bars (see Z-bars)

Spikes, wrought, table of weights and sizes of .... 218

Square root angles (see angles)

Square and round bars, weights, areas and circumference 203-208

Squares, cubes and reciprocals of numbers 250-259

Steel and iron^ general notes on 183

Steel, sheets, table of weights and sizes 219-220

Stresses on Pratt and Whipple trusses 163-165

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THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Strength of materials 187-189

** ultimate, of columns, cast iron 153

" " " wrought iron 149-150

" " wooden pillars 184-185

Struts (see columns)

Substances, linear expansion of, by heat 190

** weight per cubic foot of 222-224

Tacks, standard sizes of 218

Tangents, sines and secants, natural ... ... 241-249

Tees, lithographs, equal legs 25-26

** ** half (see special angles)

" ** special 26

** " unequal legs 27-30

" properties of 108-I10

« safe loads 81-82

** weights and dimensions of, equal legs 43

" ** " half . . . (see special angles)

" ** ** special 46

" *« " unequal legs .... 44-45

Threads, screw, Franklin Institute standard 215

«( a Whitworth standard 216

Tie rods for brick arches in buildings 60

Timber beams, notes and tests on 185

•* « safe loads . 186

** pillars, notes and tests on 184

" " ultimate strength of 184-185

Trough plates, lithograph (see miscellaneous)

" ** properties of ill

Tubes, wrought iron, welded, for gas, steam and water 221

Upset screw ends 213-214

Weights and measures, United States and British . . . 268-269
'• '* comparative table of United

States and French . . . 270

'* *' comparative table of French and

United States 271

Whipple truss, explanation of tables on stresses in . .161-162
" ** table on maximum stresses in ... . 163-165

283

^

THE CARNEGIE STEEL COMPANY, LIMITED.

PAGE.

Whitworth standard screw threads 216

Wooden beams, notes on, and table of safe uniform loads 186

Wood screws . . 217

Z-bars, dimensions of special 36

** standard 37

* lithographs of special 13

'* " standard I1-12

** properties of 101-102

*< safe loads 77

" weights and dimensions of special 36

" " standard 37

Z-bar columns, areas of . . .135,137,139,141,143,145,147
dimensions of 136, 138 140, 142, 144, 146, 148
examples of application of tables ... 134

explanation of tables 131-134

lithographs, standard connection angles . 55-56

* " ** bases 54

*' " *' fire-proofing for 54

'* safe loads . . 135, 137, 139, 141, 143, 145, 147
weights of . . 135, 137, 139, 141, 143, 145, 147

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